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2011 Oregon Residential Specialty Code 


First Printing: May 2011 


ISBN-978-1-60983-151-6 


\ 



COPYRIGHT ©2011 


by 

INTERNATIONAL CODE COUNCIL, INC. 


ALL RIGHTS RESERVED. This 201 1 Oregon Residential Specialty Code contains substantial copyrighted material from the 2009 
International Residential Code, which is a copyrighted work owned by the International Code Council, Inc. Without advance writ- 
ten permission from the copyright owner, no part of this book may be reproduced, distributed or transmitted in any form or by any 
means, including, without limitation, electronic, optical or mechanical means (by way of example and not limitation, photocopying 
or recording by or in an information storage retrieval system). For information on permission to copy material exceeding fair use, 
please contact: Publications, 4051 West Flossmoor Road, Country Club Hills, IL 60478. Phone 1-888-ICC-SAFE (422-7233). 


Trademarks: “International Code Council,” the “International Code Council” logo and the “International Residential Code” are 
trademarks of the International Code Council, Inc. 


PRINTED IN THE U.S.A. 



PREFACE 


Introduction 

Internationally, code officials recognize the need for a modem, up-to-date residential code addressing the design and constmction 
of one- and two-family dwellings and townhouses. The International Residential Code®, in this 2009 edition, is designed to meet 
these needs through model code regulations that safeguard the public health and safety in all communities, large and small. 

This comprehensive, stand-alone residential code establishes minimum regulations for one- and two-family dwellings and town- 
houses using prescriptive provisions. It is founded on broad-based principles that make possible the use of new materials and new 
building designs. This 2009 edition is fully compatible with all the International Codes® (I-Codes®) published by the International 
Code Council® (ICC)®, including the International Building Code®, International Energy Conservation Code®, International 
Existing Building Code®, International Fire Code®, International Fuel Gas Code®, International Mechanical Code®, ICC Perfor- 
mance Code®, International Plumbing Code®, International Private Sewage Disposal Code®, International Property Maintenance 
Code®, International Wildland-Urban Interface Code™ and International Zoning Code®. 

The International Residential Code provisions provide many benefits, among which is the model code development process that 
offers an international forum for residential constmction professionals to discuss prescriptive code requirements. This fomm pro- 
vides an excellent arena to debate proposed revisions. This model code also encourages international consistency in the application 
of provisions. 

Development 

The first edition of the International Residential Code (2000) was the culmination of an effort initiated in 1996 by ICC and consist- 
ing of representatives from the three statutory members of the International Code Council at the time, including; Building Officials 
and Code Administrators International, Inc. (BOCA), International Conference of Building Officials (ICBO) and Southern Build- 
ing Code Congress International (SBCCI), and representatives from the National Association of Home Builders (NAHB). The 
intent was to draft a stand-alone residential code consistent with and inclusive of the scope of the existing model codes. Technical 
content of the 1998 International One- and Two-Family Dwelling Code and the latest model codes promulgated by BOCA, ICBO, 
SBCCI and ICC was used as the basis for the development, followed by public hearings in 1998 and 1999 to consider proposed 
changes. This 2009 edition represents the code as originally issued, with changes reflected in the 2006 edition, and further changes 
developed through the ICC Code Development Process through 2008. Residential electrical provisions are based on the 2008 
National Electrical Code® (NFPA 70). A new edition such as this is promulgated every three years. 

Fuel gas provisions have been included through an agreement with the American Gas Association (AGA). Electrical provisions 
have been included through an agreement with the National Fire Protection Association (NFPA). 

This code is founded on principles intended to establish provisions consistent with the scope of a residential code that adequately 
protects public health, safety and welfare; provisions that do not unnecessarily increase constmction costs; provisions that do not 
restrict the use of new materials, products or methods of constmction; and provisions that do not give preferential treatment to par- 
ticular types or classes of materials, products or methods of constmction. 

Adoption 

The International Residential Code is available for adoption and use by jurisdictions internationally. Its use within a governmental 
jurisdiction is intended to be accomplished through adoption by reference in accordance with proceedings establishing the jurisdic- 
tion’s laws. At the time of adoption, jurisdictions should insert the appropriate information in provisions requiring specific local 
information, such as the name of the adopting jurisdiction. These locations are shown in bracketed words in small capital letters in 
the code and in the sample ordinance. The sample adoption ordinance on page xiii addresses several key elements of a code adoption 
ordinance, including the information required for insertion into the code text. 

Maintenance 

The International Residential Code is kept up-to-date through the review of proposed changes submitted by code enforcing offi- 
cials, industry representatives, design professionals and other interested parties. Proposed changes are carefully considered through 
an open code development process in which all interested and affected parties may participate. 

The contents of this work are subject to change both through the Code Development Cycles and the governmental body that 
enacts the code into law. For more information regarding the code development process, contact the Code and Standard Develop- 
ment Department of the International Code Council. 

The maintenance process for the fuel gas provisions is based upon the process used to maintain the International Fuel Gas Code, 
in conjunction with the American Gas Association. The maintenance process for the electrical provisions is undertaken by the 
National Fire Protection Association. 

2011 OREGON RESIDENTIAL SPECIALTY CODE ill 



While the development procedure of the International Residential Code assures the highest degree of care, ICC, the founding 
members of ICC, its members and those participating in the development of this code do not accept any liability resulting from com- 
pliance or noncompliance with the provisions because ICC and its founding members do not have the power or authority to police or 
enforce compliance with the contents of this code. Only the governmental body that enacts the code into law has such authority. 

Marginal Markings 

Solid vertical lines in the margins within the body of the code indicate a technical change from the requirements of the 2006 IRC. 
Deletion indicators ( • ) are provided in the margin where a paragraph or item has been deleted. Double vertical lines (1|) in the mar- 
gin denote amendments and additions promulgated by the State of Oregon, modifying the 2009 International Residential Code. > 
indicates IRC model code language deleted by Oregon. 

Italicized Terms 

Selected terms set forth in Chapter 2, Definitions, are italicized where they appear in code text. Such terms are not italicized where 
the definition set forth in Chapter 2 does not impart the intended meaning in the use of the term. The terms selected have definitions 
which the user should read carefully to facilitate better understanding of the code. 


IV 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



ORDINANCE 


The International Codes are designed and promulgated to be adopted by reference by ordinance. Jurisdictions wishing to adopt the 
2009 International Residential Code as an enforceable regulation governing one- and two-family dwellings and townhouses should 
ensure that certain factual information is included in the adopting ordinance at the time adoption is being considered by the appro- 
priate governmental body. The following sample adoption ordinance addresses several key elements of a code adoption ordinance, 
including the information required for insertion into the code text. 


SAMPLE ORDINANCE FOR ADOPTION OF THE 
INTERNATIONAL RESIDENTIAL CODE 


ORDINANCE NO. 

An ordinance of the [JURISDICTION] adopting the 2009 edition of the International Residential Code, regulating and governing the 
construction, alteration, movement, enlargement, replacement, repair, equipment, location, removal and demolition of detached 
one- and two-family dwellings and multiple single-family dwellings (townhouses) not more than threes stories in height with sepa- 
rate means of egress in the [JURISDICTION]; providing for the issuance of permits and collection of fees therefor; repealing Ordi- 
nance No. of the [JURISDICTION] and all other ordinances and parts of the ordinances in conflict therewith. 

The [GOVERNING BODY] of the [JURISDICTION] does ordain as follows: 

Section 1. That a certain document, three (3) copies of which are on file in the office of the [TITLE OF JURISDICTION’S KEEPER OF 
RECORDS] of [NAME OF JURISDICTION], being marked and designated as the International Residential Code, 2009 edition, includ- 
ing Appendix Chapters [FILL IN THE APPENDIX CHAPTERS BEING ADOPTED] (see International Residential Code Section R102.5, 
2009 edition), as published by the International Code Council, be and is hereby adopted as the Residential Code of the [JURISDIC- 
TION], in the State of [STATE NAME] for regulating and governing the construction, alteration, movement, enlargement, replacement, 
repair, equipment, location, removal and demolition of detached one- and two-family dwellings and multiple single-family dwell- 
ings (townhouses) not more than threes stories in height with separate means of egress as herein provided; providing for the issuance 
of permits and collection of fees therefor; and each and all of the regulations, provisions, penalties, conditions and terms of said Res- 
idential Code on file in the office of the [JURISDICTION] are hereby referred to, adopted, and made a part hereof, as if fully set out in 
this ordinance, with the additions, insertions, deletions and changes, if any, prescribed in Section 2 of this ordinance. 

Section 2. The following sections are hereby revised: 

Section RlOl.l. Insert: [NAME OF JURISDICTION] 

Table R301.2 (1) Insert: [APPROPRIATE DESIGN CRITERIA] 

Section P2603.6.I Insert: [NUMBER OF INCHES IN TWO LOCATIONS] 

Section 3. That Ordinance No. of [JURISDICTION] entitled [FILL IN HERE THE COMPLETE TITLE OF THE ORDINANCE OR 

ORDINANCES IN EFFECT AT THE PRESENT TIME SO THAT THEY WILL BE REPEALED BY DEFINITE MENTION] and all Other ordinances 
or parts of ordinances in conflict herewith are hereby repealed. 

Section 4. That if any section, subsection, sentence, clause or phrase of this ordinance is, for any reason, held to be unconstitutional, 
such decision shall not affect the validity of the remaining portions of this ordinance. The [GOVERNING BODY] hereby declares that 
it would have passed this ordinance, and each section, subsection, clause or phrase thereof, irrespective of the fact fliat any one or 
more sections, subsections, sentences, clauses and phrases be declared unconstitutional. 

Section 5. That nothing in this ordinance or in the Residential Code hereby adopted shall be construed to affect any suit or proceed- 
ing impending in any court, or any rights acquired, or liability incurred, or any cause or causes of action acquired or existing, under 
any act or ordinance hereby repealed as cited in Section 3 of this ordinance; nor shall any just or legal right or remedy of any charac- 
ter be lost, impaired or affected by this ordinance. 

Section 6. That the [JURISDICTION’S KEEPER OF RECORDS] is hereby ordered and directed to cause this ordinance to be published. 
(An additional provision may be required to direct the number of times the ordinance is to be published and to specify that it is to be 
in a newspaper in general circulation. Posting may also be required.) 

Section 7. That this ordinance and the rules, regulations, provisions, requirements, orders and matters established and adopted 
hereby shall take effect and be in full force and effect [TIME PERIOD] from and after the date of its final passage and adoption. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


V 




VI 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



TABLE OF CONTENTS 


Parti — Administrative 1-1 

CHAPTER 1 SCOPE AND ADMINISTRATION . 1-1 


Section 

RlOl General 1-1 

R102 Applicability 1-2 

R103 (Not adopted) 1-2 

R104 Duties and Powers of the Building Official 1-2 

R105 Permits 1-3 

R106 Construction Documents 1-6 

R107 Temporary Structures and Uses 1-8 

R108 Fees 1-8 

R109 Inspections 1-8 

RllO Certificate of Occupancy 1-9 

Rill Service Utilities 1-10 

R112 Board of Appeals 1-10 

R113 Violations 1-11 

R114 Stop Work Order 1-11 

R115 Prefabricated Construction 1-11 

R1 16 Swimming Pools, Spas and Hot Tubs .... 1-12 

R117 Inspection Card 1-12 

R118 Moved Buildings 1-12 

R119 Historic Buildings 1-12 

Part II — Definitions 2-1 

CHAPTER 2 DEFINITIONS 2-1 

Section 

R201 General 2-1 

R202 Definitions 2-1 

Part III — Building Planning and Construction 3-1 

CHAPTER 3 BUILDING PLANNING 3-1 

Section 

R301 Design Criteria 3-1 

R302 Fire-resistant Construction 3-13 

R303 Light, Ventilation and Heating 3-24 

R304 Minimum Room Areas 3-26 

R305 Ceiling Height 3-26 

R306 Sanitation 3-26 

R307 Toilet, Bath and Shower Spaces 3-26 

R308 Glazing 3-27 


R309 Garages and Carports 3-30 

R310 Emergency Escape and Rescue Openings 3-30 

R3 1 1 Means of Egress 3-31 

R312 Guards 3-33 

R313 (Not adopted) 3-34 

R314 Smoke Alarms 3-34 

R315 Carbon Monoxide Alarms 3-35 

R316 Foam Plastic 3-35 

R317 Protection of Wood and Wood Based 

Products Against Decay 3-38 

R318 Moisture Control 3-39 

R319 Site Address 3-39 

R320 Accessibility 3-40 

R321 Elevators and Platform Lifts 3-40 

R322 Flood-resistant Construction 3-40 

R323 Storm Shelters 3-43 

R324 Wildfire Hazard Mitigation 3-43 

CHAPTER 4 FOUNDATIONS 4-1 

Section 

R401 General 4-1 

R402 Materials 4-1 

R403 Footings 4-2 

R404 Foundation and Retaining Walls 4-13 

R405 Foundation Drainage 4-32 

R406 Foundation Waterproofing and 

Dampproofing 4-32 

R407 Columns 4-34 

R408 Under- floor Space 4-34 

CHAPTERS FLOORS 5-1 

Section 

R501 General 5-1 

R502 Wood Floor Framing 5-1 

R503 Floor Sheathing 5-14 

R504 Pressure Preservatively Treated-wood 

Floors (On Ground) 5-16 

R505 Steel Floor Framing 5-16 

R506 Concrete Floors (On Ground) 5-31 

CHAPTER 6 WALL CONSTRUCTION 6-1 

Section 

R601 General 6-1 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


VII 



TABLE OF CONTENTS 


R602 Wood Wall Framing 6-1 

R603 Steel Wall Framing 6-46 

R604 Wood Structural Panels 6-54 

R605 Particleboard 6-54 

R606 General Masonry Construction 6-54 

R607 Unit Masonry 6-128 

R608 Multiple Wythe Masonry 6-129 

R609 Grouted Masonry 6-130 

R610 Glass Unit Masonry 6-132 

R61 1 Exterior Concrete Wall Construction ... 6-133 

R612 Exterior Windows and Doors 6-204 

R613 Structural Insulated Panel Wall 

Construction 6-207 

CHAPTER 7 WALL COVERING 7-1 

Section 

R701 General 7-1 

R702 Interior Covering 7-1 

R703 Exterior Covering 7-4 

CHAPTER 8 ROOF-CEILING 

CONSTRUCTION 8-1 

Section 

R801 General 8-1 

R802 Wood Roof Framing 8-1 

R803 Roof Sheathing 8-27 

R804 Steel Roof Framing 8-27 

R805 Ceiling Finishes 8-58 

R806 Roof Ventilation 8-58 

R807 Attic Access 8-59 

CHAPTER 9 ROOF ASSEMBLIES 9-1 

Section 

R901 General .....9-1 

R902 Roof Classification 9-1 

R903 Weather Protection 9-1 

R904 Materials 9-1 

R905 Requirements for Roof Coverings 9-3 

R906 Roof Insulation 9-11 

R907 Reroofing 9-11 


CHAPTER 10 CHIMNEYS AND FIREPLACES . . 10-1 


Section 

RlOOl Masonry Fireplaces 10-1 

R1002 Masonry Heaters 10-4 

R1003 Masonry Chimneys 10-5 


R1004 Factory-built Fireplaces 10-10 

R1005 Factory-built Chimneys 10-10 

R1006 Exterior Air Supply 10-11 

Parti — Energy Conservation 11-1 

CHAPTER 11 ENERGY EFFICIENCY 11-1 

Section 

NllOl Scope 11-1 

N1102 Definitions 11-4 

N1103 Alternative Systems 11-8 

N1 104 Exterior Envelope Requirements 11-8 

N1 105 Heating, Ventilating and Air-Conditioning 

Systems 11-11 

N1106 Piping Insulation 11-12 

N1107 Lighting 11-12 

Part II — Alternative Systems Analysis 11-13 

NA1108 Alternative Systems Analysis 11-13 

Part III — Fenestration Standard 11-15 

NF1109 Scope 11-15 

NFlllO Alterations 11-15 

NFllll Definitions l . . . . 11-15 

NF 1112 Insulated Glass Certification 11-15 

NFl 1 13 Window Thermal Performance Designation 

for New Buildings and Additions .... 11-15 

NFl 1 14 Thermal Performance Labeling 11-16 

NFl 115 Air Leakage Requirements 11-19 

Part V — Mechanical 12-1 

CHAPTER 12 MECHANICAL 

ADMINISTRATION 12-1 

Section 

Ml 201 General 12-1 

Ml 202 Existing Mechanical Systems 12-1 

CHAPTER 13 GENERAL MECHANICAL 

SYSTEM REQUIREMENTS 13-1 

Section 

M1301 General 13-1 

Ml 302 Approval 13-1 

Ml 303 Labeling of Appliances 13-1 

Ml 304 Type of Fuel 13-1 

Ml 305 Appliance Access 13-1 

Ml 306 Clearances from Combustible 

Construction 13-2 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



TABLE OF CONTENTS 




M1307 Appliance Installation 13-5 

M1308 Mechanical Systems Installation 13-6 

Ml 309 Piping Support 13-6 

CHAPTER 14 HEATING AND COOLING 

EQUIPMENT 14-1 

Section 

Ml 401 General 14-1 

M1402 Central Furnaces 14-1 

M1403 Heat Pump Equipment 14-1 

M1404 Refrigeration Cooling Equipment 14-1 

MHOS Baseboard Convectors 14-1 

M1406 Radiant Heating Systems 14-1 

M1407 Duct Heaters 14-2 

MHOS Vented Floor Furnaces 14-2 

MH09 Vented Wall Furnaces 14-2 

MHIO Vented Room Heaters 14-3 

MHll Heating and Cooling Equipment 14-3 

MH12 Absorption Cooling Equipment 14-4 

MHO Evaporative Cooling Equipment 14-4 

MHH Fireplace Stoves 14-4 

MH15 Masonry Heaters 14-4 

CHAPTER 15 EXHAUST SYSTEMS 15-1 

Section 

M1501 General 15-1 

M1502 Clothes Dryer Exhaust 15-1 

M1503 Range Hoods 15-2 

M1504 Installation of Microwave Ovens 15-2 

Ml 505 Overhead Exhaust Hoods 15-2 

M1506 Exhaust Ducts 15-2 

M1507 Mechanical Ventilation 15-3 

CHAPTER 16 DUCT SYSTEMS 16-1 

Section 

Ml 601 Duct Construction 16-1 

Ml 602 Return Air 16-3 

M1603 Supply Air 16-4 

Ml 604 Smoke and Fire Damper 16-4 

CHAPTER 17 COMBUSTION AIR 17-1 

Section 

Ml 701 General 17-1 


CHAPTER 18 CHIMNEYS AND VENTS 18-1 

Section 

Ml 801 General 18-1 

Ml 802 Vent Components 18-1 

Ml 803 Chimney and Vent Connectors 18-2 

Ml 804 Vents 18-3 

M1805 Masonry and Factory-built Chimneys. . . . 18-4 

CHAPTER 19 SPECIAL FUEL-BURNING 

EQUIPMENT 19-1 

Section 

M1901 Ranges and Ovens 19-1 

M1902 Sauna Heaters 19-1 

M1903 Engine and Gas 

Turbine-powered Equipment 19-1 

Ml 904 Small Ceramic Kilns 19-1 

M1905 Stationary Fuel Cell Power Plants 19-2 

M1906 Gaseous Hydrogen Systems 19-2 

CHAPTER 20 BOILERS AND 

WATER HEATERS 20-1 

Section 

M2001 Boilers 20-1 

M2002 Operating and Safety Controls 20-1 

M2003 Expansion Tanks 20-1 

M2004 Water Heaters Used for Space Heating. . . 20-1 

M2005 Water Heaters 20-2 

M2006 Pool Heaters 20-2 

CHAPTER 21 HYDRONIC PIPING 21-1 

Section 

M2101 Hydronic Piping Systems Installation. . . . 21-1 

M2102 Baseboard Convectors 21-1 

M2 103 Floor Heating Systems 21-1 

M2104 Low Temperature Piping 21-3 

M2 105 Ground Source Heat Pump System 

Loop Piping 21-4 

CHAPTER 22 SPECIAL PIPING AND 

STORAGE SYSTEMS 22-1 

Section 

M2201 Oil Tanks 22-1 

M2202 Oil Piping, Fitting and Connections 22-1 

M2203 Installation 22-1 

M2204 Oil Pumps and Valves 22-2 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


IX 



TABLE OF CONTENTS 


CHAPTER 23 SOLAR SYSTEMS 23-1 

Section 

M2301 Solar Energy Systems 23-1 

Part VI — Fuel Gas 24-1 

CHAPTER 24 FUEL GAS 24-1 

Section 

G2401 General 24-1 

G2402 Authority to Render Gas Service 24-1 

G2403 General 24-1 

G2404 General 24-6 

G2405 Structural Safety 24-7 

G2406 Appliance Location 24-7 

G2407 Combustion, Ventilation and Dilution Air 24-7 

G2408 Installation 24-12 

G2409 Clearance Reduction 24-12 

G2410 Electrical 24-14 

G2411 Electrical Bonding 24-14 

G2412 General 24-14 

G2413 Pipe Sizing 24-16 

G2414 Piping Materials 24-38 

G2415 Piping System Installation 24-40 

G2416 Piping Bends and Changes in Direction . 24-42 

G2417 Inspection, Testing and Purging 24-42 

G2418 Piping Support 24-43 

G2419 Drips and Sloped Piping 24-43 

G2420 Gas Shutoff Valves 24-43 

G2421 Plow Controls 24-44 

G2422 Appliance Connections 24-45 

G2423 CNG Gas-dispensing Systems 24-45 

G2424 Piping Support Intervals 24-45 

G2425 General 24-46 

G2426 Vents 24-47 

G2427 Venting of Appliances 24-47 

G2428 Sizing of Category I Appliance 

Venting Systems 24-57 

G2429 Direct-vent, Integral Vent, Mechanical Vent 

and Ventilation/Exhaust Hood Venting24-68 

G2430 Factory-built Chimneys 24-68 

G2431 General 24-68 

G2432 Decorative Appliances for Installation 

in Fireplaces 24-68 

G2433 Log Lighters . . .■ 24-69 


G2434 Vented Gas Fireplaces 

(Decorative Fireplaces) 24-69 

G2435 Vented Gas Fireplace Heaters 24-69 

G2436 Vented Wall Furnaces 24-69 

G2437 Floor Furnaces 24-69 

G2438 Clothes Dryers 24-70 

G2439 Engine and Gas Turbine-powered 

Equipment 24-70 

G2440 Sauna Heaters 24-70 

G2441 Pool and Spa Heaters 24-70 

G2442 Forced-air Warm-air Furnaces 24-70 

G2443 Conversion Burners 24-71 

G2444 Unit Heaters 24-71 

G2445 Unvented Room Heaters 24-71 

G2446 Vented Room Heaters 24-72 

G2447 Cooking Appliances 24-72 

G2448 Water Heaters 24-72 

G2449 Air Conditioning Appliances 24-72 

G2450 Illuminating Appliances 24-73 

G2451 Infrared Radiant Heaters 24-73 

G2452 Chimney Damper Opening Area 24-73 


Part VII — Plumbing 

CHAPTERS 25 THROUGH 33 (Not adopted) 

Part VIII — Electrical 

CHAPTERS 34 THROUGH 42 (Not adopted) 

CHAPTER 43 Deleted 43-1 

Part IX — Referenced Standards 

CHAPTER 44 REFERENCED STANDARDS. . . . 44-1 

APPENDIX A SIZING AND CAPACITIES 

OF GAS PIPING (Not adopted) 

APPENDIX B SIZING OF VENTING SYSTEMS 

SERVING APPLIANCES EQUIPPED 
WITH DRAFT HOODS, CATEGORY I 
APPLIANCES, AND APPLIANCES 
LISTED FOR USE WITH TYPE 
B VENTS (Not adopted) 

APPENDIX C EXIT TERMINALS OF 

MECHANICAL DRAFT AND 
DIRECT- VENT VENTING SYSTEMS 
(Not adopted) 


X 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



TABLE OF CONTENTS 


APPENDIX D RECOMMENDED PROCEDURE 
FOR SAFETY INSPECTION OF 
AN EXISTING APPLIANCE 
INSTALLATION (Not adopted) 


APPENDIX E MANUFACTURED HOUSING 


USED AS DWELLINGS E-1 

Section 

AElOl Anchorage Installations E-1 

AE102 Ties, Materials and Installations E-1 


APPENDIX F RADON CONTROL METHODS . . . F-1 


Section 

AFlOl Scope F-1 

AF102 Definitions F-1 

AF103 Requirements F-1 

APPENDIX G SWIMMING POOLS, 

SPAS AND HOT TUBS G-1 

Section 

AG 101 General G-1 

AG102 Definitions G-1 

AG103 Swimming Pools G-1 

AG104 Spas and Hot Tubs G-1 

AGIOS Barrier Requirements G-1 

AG 106 Entrapment Protection for Swimming 

Pool and Spa Suction Outlets G-2 

AGIO? Abbreviations G-2 

AGIOS Standards G-2 

APPENDIX H PATIO COVERS H-1 

Section 

AH 101 General H-1 

AH 102 Definition H-1 

AH103 Permitted Uses H-1 

AH 104 Design Loads H-1 

AH 105 Light and Ventilation/ 

Emergency Egress H-1 

AH 106 Footings H-1 


AK102 Air-borne Sound K-1 

AK103 Structural-borne Sound K-1 

AK104 Referenced Standards K-1 


APPENDIX L PERMIT FEES (Not adopted) 


APPENDIX M HOME DAY CARE— 

R-3 OCCUPANCY (Not adopted) 


APPENDIX N VENTING METHODS (Not adopted) 


APPENDIX O GRAY WATER 

RECYCLING SYSTEMS (Not adopted) 


APPENDIX P SIZING OF WATER 

PIPING SYSTEM (Not adopted) 


APPENDIX Q ICC INTERNATIONAL 

RESIDENTIAL CODE ELECTRICAL 
PROVISIONS/NATIONAL 
ELECTRICAL CODE CROSS- 


REFERENCE Q-1 

APPENDIX R STRAW-BALE 

CONSTRUCTION R-1 

RlOl Purpose R-1 

R102 Scope R-1 

R103 Definitions R-1 

R104 Material Specifications R-1 

RIOS Foundation Requirements R-1 

R106 Wall Construction R-2 

R107 Load-bearing Walls R-2 

R108 Nonload-bearing Walls R-3 

R109 Wall Finishes R-4 

RllO Roof-to- Wall Connection R-4 

Rill Electrical, Plumbing and Mechanical R-4 

APPENDIX T DWELLING UNIT FIRE 

SPRINKLER SYSTEMS T-1 

INDEX INDEX-1 


APPENDIX I PRIVATE SEWAGE DISPOSAL 
(Not adopted) 

APPENDIX J EXISTING BUILDINGS 

AND STRUCTURES (Not adopted) 


APPENDIX K SOUND TRANSMISSION K-1 

Section 

AKIOI General K-1 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


XI 






XII 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



Part I— Administrative 


CHAPTER 1 

SCOPE AND ADMINISTRATION 


SECTION R101 
GENERAL 


>1 


RlOl.l Title. These provisions shall be known as the Oregon 
Residential Specialty Code, and shall be cited as such and will 
be referred to herein as “this code,” 


I I R101.2 Scope. The provisions of this code shall apply to the 
construction, alteration, movement, enlargement, replace- 
>1 I ment, repair, equipment, use, occupancy, and location of 
detached one- and two-family dwellings and townhouses not 
more than three stories above grade plane in height with a sepa- 
rate means of egress and their accessory structures. 


Exceptions: 

1. The requirements of this code apply to: 

1.1. Detached one- and two-family dwellings and 
townhouses classified as Group R-3, and Group 
U occupancies; and 

1 .2. Residences used for family child care home or 
foster care in accordance with ORS chapters 
418, 443 and 657 A; and 

1.3. Detached congregate living facilities (each 
accommodating 10 persons or less) and de- 
tached lodging houses containing not more 
than five guest rooms. 

1.4. Residential aircraft hangars as defined in Sec- 
tion R202. 

1.5. Live/work units complying with the require- 
ments of Section 419 of the International 
Building Code shall be permitted to be built as 
one- and two-family dwellings or town- 
houses. Fire suppression required by Section 
419.5 of the International Building Code 
when constructed under this code shall con- 
form to Section 903.3.1.3 of the Building 
Code. 


2. The requirements in this code do not apply to: 

2.1. Public utility facilities owned and maintained 
by the serving utility; and 


2.2. Agricultural buildings defined and regulated 
by ORS 455.315 and Appendix Chapter C in 
the Building Code. 

3. The building envelope requirements of Chapter 1 1 for 
heated or cooled detached accessory structures that 
are not habitable rooms shall be those specified in the 
Energy Code, Section 101.4.3. 


R101.3 Owner-built dwellings. For exempt owner-built 
dwellings and out-buildings, see ORS 455.320. 


ORS 455.320 is not part of this code but is reproduced here for the 
reader’s convenience: 

455.320 Owner-built dwellings exempt from certain structural 
code provisions; recording of exemption. 

( 1 ) As used in this section, unless the context requires otherwise: 

(a) “Owner” means the owner of the title to real property or 
the contract purchaser of real property, of record as shown on 
the last available complete assessment roll which person has 
not taken advantage of the exemptions under subsection (2) of 
this section during the five years prior to applying for an 
exemption under this section. 

(b) “Owner-built dwelling and outbuildings” means a sin- 
gle-family residence and adjacent auxiliary stmctures the 
structural components of which are constructed entirely by 
the owner who intends to occupy the structures or by that 
owner and friends and relatives of the owner assisting on an 
unpaid basis. 

(2) Owner-built dwellings and outbuildings shall be exempt from 
any requirements of the structural code for ceiling heights, room 
sizes and the maintenance of specific temperature levels in those 
structures. The exemption shall apply to the new construction, 
renovation, remodeling or alteration of an owner-built dwelling 
or outbuilding. 

(3) A building permit issued for an owner-built dwelling or out- 
building shall note whether the owner-built dwelling or outbuild- 
ing complies with the requirements it is exempted from under 
subsection (2) of this section. If the dwelling or other structure 
does not comply with these requirements, the owner-builder shall 
file a copy of the building permit with the county clerk, who shall 
make the permit a part of the permanent deed record of the prop- 
erty. The owner shall provide the county clerk with a description 
of the property sufficient if it were contained in a mortgage of the 
property to give constructive notice of the mortgage under the law 
of this state. 

(4) Noncompliance with subsection (3) of this section shall not 
affect, in any manner, any conveyance of interest in property sub- 
ject to this section. 


R101.4 Intent. The purpose of this code is to establish mini- 
mum requirements to safeguard the public safety, health and 
general welfare through affordability, structural strength, 
means of egress facilities, stability, sanitation, light and venti- 
lation, energy conservation and safety to life and property from 
fire and other hazards attributed to the built environment and to 
provide safety to fire fighters and emergency responders dur- 
ing emergency operations. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


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SECTION R102 
APPLICABILITY 

R102.1 General. Where there is a conflict between a general 
requirement and a specific requirement, the specific require- 
ment shall be applicable. Where, in any specific case, different 
sections of this code specify different materials, methods of 
construction or other requirements, the most restrictive shall 
govern. 

R102.2 Other laws. The provisions of this code shall not be 
deemed to nullify any provisions of local, state or federal law. 

R102.3 Application of references. References to chapter or 
section numbers, or to provisions not specifically identified by 
number, shall be construed to refer to such chapter, section or 
provision of this code. 

R102.4 Referenced codes and standards. The codes and 
standards referenced in this code shall be considered part of the 
requirements of this code to the prescribed extent of each such 
reference. Where differences occur between provisions of this 
code and referenced codes and standards, the provisions of this 
code shall apply. 

Exception: Where enforcement of a code provision would 
violate the conditions of the listing of the equipment or 
appliance, the conditions of the listing and manufacturer’s 
instructions shall apply. 

R102.5 Appendices. Provisions in the appendices shall not 
apply unless specifically adopted. Appendices E, F, G, H, K, R 
and T are adopted and made part of this code. 

R102.6 Partial invalidity. In the event any part or provision of 
this code is held to be illegal or void, this shall not have the 
effect of making void or illegal any of the other parts or provi- 
sions. 

R102.7 Existing structures. The legal occupancy of any struc- 
ture existing on the date of adoption of this code shall be per- 
mitted to continue without change, except as is specifically 
> covered in this code, or as is deemed necessary by the building 
official for the general safety and welfare of the occupants and 
the public. 

R102.7.1 Additions, alterations or repairs. Additions, 
I I alterations or repairs (excluding ordinary repairs) to any 
structure shall conform to the requirements for a new struc- 
ture without requiring the existing structure to comply with 
all of the requirements of this code, unless otherwise stated. 
Additions, alterations or repairs shall not cause an existing 
structure to become unsafe or adversely affect the perfor- 
mance of the building. An unsafe condition shall be deemed 
to have been created if an addition or alteration will cause 
the existing building or structure to become structurally 
unsafe or overloaded; will not provide adequate egress in 
compliance with the provisions of this code or will obstruct 
existing exits; will create a fire hazard; will reduce required 
fire resistance; or will otherwise create conditions danger- 
ous to human life. Any building, plus new additions shall 
not exceed the height and stories specified for new buildings 
in Section R101.2. 

Exception: Structural changes that improve the resis- 
tance of the building to seismic forces may be made with- 


out complying with the current code requirements pro- 
viding: 

1 . The strength of the existing structural elements is 
not reduced; and 

2. An unsafe condition is not created. 

Replacement of an existing water heater shall not 
require the existing plumbing, mechanical or electrical 
system to comply with the provisions of this code for 
new construction, provided that installation complies 
with the listing requirements of the appliance. 

Exception: Water heaters installed in garages must 
comply with Sections M 1307.3 and the Plumbing 
Code. 

SECTION R103 

DEPARTMENT OF BUILDING SAFETY 

Not adopted by the State of Oregon I | 

SECTION R104 

DUTIES AND POWERS OF THE 
BUILDING OFFICIAL 

R104.1 General, The building official is hereby authorized 
and directed to enforce the provisions of this code. The build- 
ing official shall have the authority to render interpretations of 
this code and to adopt policies and procedures in order to clar- 
ify the application of its provisions. Such interpretations, poli- 
cies and procedures shall be in compliance with the intent and I I 
purpose of this code. Such policies and procedures shall not 
have the effect of waiving requirements specifically provided 
for in this code or statewide code interpretations. I I 

R104.2 Applications and permits. The building official shall 
receive applications, review construction documents and issue 
permits for the erection, alteration and moving of buildings and I I 
structures, inspect the premises for which such permits have 
been issued and enforce compliance with the provisions of this 
code. 

R104.3 Notices and orders. The building official shall issue 
all necessary notices or orders to ensure compliance with this 
code. 

R104.4 Inspections. The building official is authorized to 
make all of the required inspections, or the building official 
shall have the authority to accept reports of inspection by 
approved agencies or individuals. Reports of such inspections 
shall be in writing and be certified by a responsible officer of 
such approved agency or by the responsible individual. The 
building official is authorized to engage such expert opinion as 
deemed necessary to report upon unusual technical issues that 
arise, subject to the approval of the appointing authority. 

R104.5 Identification. Not adopted by the State of Oregon. I I 

R104.6 Right of entry. Where it is necessary to make an 
inspection to enforce the provisions of this code, or where the 
building official has reasonable cause to believe that there 
exists in a structure or upon a premises a condition which is 
contrary to or in violation of this code which makes the struc- 


1-2 


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ture or premises unsafe, dangerous or hazardous, the building 
official or designee is authorized to enter the structure or pre- 
mises at reasonable times to inspect or to perform the duties 
imposed by this code, provided that if such structure or pre- 
mises be occupied that credentials be presented to the occupant 
and entry requested. If such structure or premises be unoccu- 
pied, the building official shall first make a reasonable effort to 
locate the owner or other person having charge or control of the 
structure or premises and request entry. If entry is refused, the 
building official shall have recourse to the remedies provided 
by law to secure entry. 

R104.7 Department records. The building official shall keep 
official records, as dictated by OAR 166-150-0020 where a 
county has jurisdiction; OAR 166-200-0025 where a city has 
jurisdiction; and OAR 166 Division 300 et al for the cities and 
counties where the State of Oregon has jurisdiction. Such 
records shall be retained in the official records for the period 
indicated in the respective OARs noted above. The building 
official shall maintain a permanent record of all permits issued 
in flood hazard areas, including copies of inspection reports 
and certifications required in Section R109.1.3. (See also Sec- 
tion R 106.5) 

R104.8 Liability. Not adopted by the State of Oregon. 

R104.9 Approved materials and equipment. Materials, 
equipment and devices approved by the building official shall 
be constructed and installed in accordance with such approval. 

R104,9.1 Used materials and equipment. Used materials, 
equipment and devices shall not be reused unless approved 
by the building official. 

R104.10 Modiiications. Wherever there are practical difficul- 
ties involved in carrying out the provisions of this code, the 
building official shall have the authority to grant modifications 
for individual cases, upon application of the owner or owner’s 
representative, provided the building official shall first find that 
special individual reason makes the strict letter of this code 
impractical and the modification is in compliance with the 
intent and purpose of this code and that such modification does 
not lessen health, life and fire safety or structural requirements. 
The details of action granting modifications shall be recorded 
and entered in the jurisdiction’s files. 

R104.10.1 Areas prone to flooding. (Adopted by the State 
of Oregon for optional use in municipalities.) The building 
official shall not grant modifications to any provision 
related to areas prone to flooding as established by the local 
jurisdiction without the granting of a variance to such provi- 
sions by the board of appeals. 

R104.il Alternative materials, design and methods of con- 
struction and equipment. The provisions of this code are not 
intended to prevent the installation of any material or to pro- 
hibit any design or method of construction not specifically pre- 
scribed by this code, provided that any such alternative has 
been approved. An alternative material, design or method of 
construction shall approved where the building official finds 
that the proposed design is satisfactory and complies with the 
intent of the provisions of this code, and that the material, 
method or work offered is, for the purpose intended, at least the 
equivalent of that prescribed in this code in quality, strength. 


effectiveness, fire resistance, durability and safety. Compli- I I 
ance with the specific performance-based provisions of the 
current editions of the Oregon Specialty Codes in lieu of spe- I I 
cific requirements of this code shall also be permitted as an 
alternate. For the process governing alternate rulings accept- 
able statewide, see ORS 455.060. 


ORS 455.060 is not part of this code but is reproduced here for the 
reader’s convenience: 

455.060 Rulings on acceptability of material, design or method 
of construction; effect of approval; fees. 

(1 ) Any person who desires to use or furnish any material, design or 
method of construction or installation in the state, or any building 
official, may request the Director of the Department of Consumer 
and Business Services to issue a ruling with respect to the accept- 
ability of any material, design or method of construction about 
which there is a question under any provision of the state building 
code. Requests shall be in writing and, if made by anyone other than 
a building official, shall be made and the ruling issued prior to the 
use or attempted use of such questioned material, design or method. 

(2) In making rulings, the director shall obtain the approval of the 
appropriate advisory board as to technical and scientific facts and 
shall consider the standards and interpretations published by the 
body that promulgated any nationally recognized model code 
adopted as a specialty code of this state. 

(3) A copy of the ruling issued by the director shall be certified to 
the person making the request. Additional copies shall be transmit- 
ted to all building officials in the state. The director shall keep a per- 
manent record of all such rulings, and shall furnish copies thereof to 
any interested person upon payment of such fees as the director 
may prescribe. 

(4) A building official or inspector shall approve the use of any 
material, design or method of construction approved by the director 
pursuant to this section if the requirements of all other local ordi- 
nances are satisfied. 


R104.il. 1 Tests. Whenever there is insufficient evidence of 
compliance with the provisions of this code, or evidence 
that a material or method does not conform to the require- 
ments of this code, or in order to substantiate claims for 
alternative materials or methods, the building official shall 
have the authority to require tests as evidence of compliance 
to be made at no expense to the jurisdiction. Test methods 
shall be as specified in this code or by other recognized test 
standards. In the absence of recognized and accepted test 
methods, the building official shall approve the testing pro- 
cedures. Tests shall be performed by an approved agency. 
Reports of such tests shall be retained by the building offi- 
cial for the period required for retention of public records. 


SECTION R105 
PERMITS 

R105.1 Required. A permit shall be obtained through applica- 
tion to the building official when constructing, enlarging, alter- 
ing, repairing, moving or changing the occupancy, or installing 
any electrical, gas, mechanical or plumbing system regulated 
by this code. This requirement applies to an owner, contractor 
or authorized agent who constructs, enlarges, alters, repairs, 
moves, changes the occupancy of a building or structure; or for 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


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the puq)ose of erecting, installing, enlarging, altering, repair- 
ing, converting or replacing any electrical, gas, mechanical or 
plumbing system.. 

R105.2 Work exempt from permit. Exemption from permit 
requirements of this code shall not be deemed to grant authori- 
zation for any work to be done in any manner in violation of the 
provisions of this code or any other laws or ordinances of this 
jurisdiction. Permits shall not be required for the following: 

Building: 

1 . Nonhabitable one-story detached accessory structures 
used as tool and storage sheds, playhouses and similar 
uses, provided the floor area does not exceed 200 
square feet (18.58 m^) and a height of 10 feet (3048 
mm) measured from the finished floor level, to the 
average height of the roof surface. 

2. Except for barriers around swimming pools as required 
in Appendix G, fences not over 6 feet ( 1 829 mm) high. 

3. Retaining walls that are not over 4 feet (1219 mm) in 
height measured from the bottom of the footing to the 
top of the wall, unless supporting a surcharge. 

4. Water tanks supported directly upon grade if the capac- 
ity does not exceed 5 ,000 gallons (18 927 L) and the ratio 
of height to diameter or width does not exceed 2 to 1. 

5. Concrete sidewalks, slabs, platforms and driveways. 

6. Painting, papering, tiling, carpeting, cabinets, counter 
tops, interior wall, floor or ceiling covering and similar 
finish work. 

7. Prefabricated swimming pools accessory to a Group 
R-3 occupancy where the pool walls are entirely above 
the adjacent grade. Barrier requirements found in 
Appendix G are not exempt. 

8. Swings and other playground equipment. 

9. Patio and porch covers not over 200 square feet ( 1 1 m^) 
and supported by an exterior building wall. 

10. Window awnings supported by an exterior wall which 
do not project more than 54 inches (1372 mm) from the 
exterior wall and do not require additional support. 

11. Nonbearing partitions, except when such partitions 
create habitable rooms. 

12. Replacement or repair of siding not required to be 
fire-resistive. 

1 3. Retrofitted insulation. 

14. Masonry repair. 

15. Porches and decks, where the floor or deck is not more 
than 30 inches (762 mm) above adjacent grade mea- 
sured at any point within 3 feet (914 mm) horizontally 
of the floor or deck, and where in the case of a covered 
porch, the covered portion of the porch does not come 
closer than 3 feet (914 mm) to property lines. 

16. Gutters and downspouts. 


17. Door and window replacements (where no structural 
member is changed). 

18. Re-roofing, where replacement or repair of roofing 
does not exceed 30 percent of the required live load 
design capacity and the roof is not required to be 
fire-resistive. 

Exceptions: 

1. Permits for re-roofing are required for struc- 
tures in wildfire hazard zones as provided in 
Section R324; and 

2. Structures falling within the scope of Section 
R317.2. 

3. Permits for re-roofing are required where more 
than 15 percent of the existing space sheathing 
is removed to facilitate the installation of new 
sheathing. 

19. Plastic glazed storm windows. 

20. Framed-covered nonhabitable accessory buildings not 
more, than 500 square feet (46.45 m^) in area, one story 
in height and not closer than 3 feet (914 mm) to a prop- 
erty line, where the structure is composed of a rigid 
framework that supports a fabric membrane. 

Unless otherwise exempted, separate plumbing, electrical 
and mechanical permits may be required for the above 
exempted items. In addition, all new construction and substan- 
tial improvements (including the placement of prefabricated 
buildings and certain building work exempt from permit under 
Section R105.2) shall be designed and constructed with meth- 
ods, practices and materials that minimize flood damage in 
accordance with this code, FEMA regulations and ASCE 24. 

Electrical: 

1. Listed cord-and-plug connected temporary decorative 
lighting. 

2. Minor repair work, including the replacement of lamps 
or the connection of approved portable electrical equip- 
ment to approved permanently installed receptacles. 

Mechanical: 

1 . Portable heating appliances, cooking or clothes drying 
appliances. 

2. Portable ventilation appliances. 

3. Portable cooling units. 

4. Steam, hot- or chilled-water piping within any heating or 
cooling equipment regulated by this code. 

5. Replacement of any minor part that does not alter 
approval of equipment or make such equipment unsafe. 

6. Portable evaporative coolers. 

7. Self-contained refrigeration systems containing 10 
pounds (4.54 kg) or less of refrigerant or that are actuated 
by motors of 1 horsepower (746 W) or less. 


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8. Portable-fuet-cell appliances that are not connected to a 
fixed piping system and are not interconnected to a 
power grid. 

I Plumbing: 

The stopping of leaks in drains, water, soil, waste or vent 
pipe; provided, however, that if any concealed trap, drain- 
pipe, water, soil, waste or vent pipe becomes defective and it 
becomes necessary to remove and replace the same with 
new material, such work shall be considered as new work 
and a permit shall be obtained and inspection made as pro- 
vided in this code. 

The clearing of stoppages or the repairing of leaks in 
pipes, valves or fixtures, and the removal and reinstallation 
of water closets, provided such repairs do not involve or 
require the replacement or rearrangement of valves, pipes or 
fixtures. 

R105.2.1 Emergency repairs. Where mechanical equip- 
ment replacements and repairs must be performed in an 
emergency situation, the permit application shall be submit- 
ted within the next working business day to the building offi- 
cial. 

For electrical emergency repairs, see ORS 479.570 and 
OAR 918-309-0080. For plumbing emergency repairs, see 
OAR 918-780-0035 and 918-785-0200. 

Note: ORS 479.570, OAR chapter 918, divisions 309, 
780 and 785 are available online at www.bcd.oregon.gov. 

R105.2.1.1 Structural temporary repairs. For tempo- 
rary (180 days) structural supports, structural replace- 
ment or repairs performed in an emergency on an 
existing structure, the authority having jurisdiction shall 
be notified within 72 hours and permit application for the 
temporary work shall be submitted within the next 10 
business days. 

R105.2.2 Repairs. Application or notice to the building 
official is not required for ordinary repairs to structures, 
replacement of lamps or the connection of approved porta- 
ble electrical equipment to approved permanently installed 
receptacles. Such repairs shall not include the cutting away 
of any wall, partition or portion thereof, the removal or cut- 
ting of any structural beam or load-bearing support, or the 
removal or change of any required means of egress, or rear- 
rangement of parts of a structure affecting the egress 
requirements; nor shall ordinary repairs include addition to, 
alteration of, replacement or relocation of any water supply, 
sewer, drainage, drain leader, gas, soil, waste, vent or simi- 
lar piping, electric wiring or mechanical or other work 
alfecting public health or general safety. 

R105.2.3 Public service agencies. A permit shall not be 
required for the installation, alteration or repair of genera- 
tion, transmission, distribution, metering or other related 
equipment that is under the ownership and control of public 
service agencies by established right. 

R105.3 Application for permit. To obtain a permit, the appli- 
cant shall first file an application therefor in writing on a form 


furnished by the department of building safety for that purpose. 
Such application shall: 

1 . Identify and describe the work to be covered by the per- 
mit for which application is made. 

2. Describe the land on which the proposed work is to be 
done by legal description, street address or similar 
description that will readily identify and definitely locate 
the proposed building or work. 

3. Indicate the use and occupancy for which the proposed 
work is intended. 

4. Be accompanied by construction documents and other 
information as required in Section R106.1. 

5. State the valuation of the proposed work. 

6. Be signed by the applicant or the applicant’s authorized 
agent. 

7. Give such other data and information as required by the 
building official. 

R105.3.1 Action on application. The building official shall 
examine or cause to be examined applications for permits 
and amendments thereto within a reasonable time after fil- 
ing. If the application or the construction documents do not 
conform to the requirements of pertinent laws, the building 
official shall reject such application in writing stating the 
reasons therefor. If the building official is satisfied that the 
proposed work conforms to the requirements of this code 
and laws and ordinances applicable thereto, the building 
official shall issue a permit therefor as soon as practicable. 

R105.3.1.1 Determination of substantially improved 
or substantially damaged existing buildings in flood 
hazard areas. Adopted by tbe State of Oregon for 
optional use in municipalities. For applications for 
reconstruction, rehabilitation, addition or other improve- 
ment of existing buildings or structures located in an area 
prone to flooding as established by the local jurisdiction, 
the building official shall examine or cause to be exam- 
ined the construction documents and shall prepare a find- 
ing with regard to the value of the proposed work. For 
buildings that have sustained damage of any origin, the 
value of the proposed work shall include the cost to 
repair the building or structure to its predamaged condi- 
tion. If the building official finds that the value of pro- 
posed work equals or exceeds 50 percent of the market 
value of the building or structure before the damage has 
occurred or the improvement is started, the finding shall 
be provided to the board of appeals for a determination of 
substantial improvement or substantial damage. Appli- 
cations determined by the board of appeals to constitute 
substantial improvement or substantial damage shall 
require all existing portions of the entire building or 
structure to meet the requirements of Section R322. 

R105.3.2 Time limitation of application. An application 
for a permit for any proposed work shall be deemed to have 
been abandoned 1 80 days after the date of filing unless such 
application has been pursued in good faith or a permit has 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


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SCOPE AND ADMINISTRATION 


been issued; except that the building ojficial is authorized to 
grant one or more extensions of time for additional periods 
not exceeding 180 days each. The extension shall be 
requested in writing and justifiable cause demonstrated. 

R105.4 Validity of permit. The issuance or granting of a per- 
mit shall not be construed to be a permit for, or an approval of, 
any violation of any of the provisions of this code or of any 
other ordinance of the jurisdiction. Permits presuming to give 
authority to violate or cancel the provisions of this code or 
other ordinances of the jurisdiction shall not be valid. The issu- 
ance of a permit based on construction documents and other 
data shall not prevent the building official from requiring the 
correction of errors in the construction documents and other 
data. The building official is also authorized to prevent occu- 
pancy or use of a structure where in violation of this code or of 
any other ordinances of this jurisdiction. 

R 105.5 Expiration. Every permit issued shall become 
invalid unless the work authorized by such permit is com- 
menced within 180 days after its issuance, or if the work 
authorized by such permit is suspended or abandoned for a 
period of 1 80 days after the time the work is commenced. The 
building official is authorized to grant, in writing, one or more 
extensions of time, for periods not more than 1 80 days each. 
The extension shall be requested in writing and justifiable 
cause demonstrated. 

R105.6 Suspension or revocation. The building official is 
authorized to suspend or revoke a permit issued under the pro- 
visions of this code wherever the permit is issued in error or on 
the basis of incorrect, inaccurate or incomplete information, or 
in violation of any ordinance or regulation or any of the provi- 
sions of this code. 

R105.7 Placement of permit. The building permit or copy 
thereof shall be kept on the site of the work until the completion 
of the project. 

R105.8 Responsibility. It shall be the duty of every person 
who performs work for the installation or repair of building, 
structure, electrical, gas, mechanical or plumbing systems, for 
which this code is applicable, to comply with this code. It shall 
be the duty of every contractor who performs work or enters 
into contract for work to comply with adopted state and local 
rules and regulations concerning licensing. 

R105.9 Preliminary inspection. Before issuing a permit, the 
building official is authorized to examine or cause to be exam- 
ined buildings, structures and sites for which an application has 
been filed. 


SECTION R106 

CONSTRUCTION DOCUMENTS 

R106.1 Submittal documents. Submittal documents consist- 
ing of construction documents, and other data shall be submit- 
ted in two or more sets with each permit application. The 
construction documents shall be prepared by a registered 
design professional where required by the statutes of the juris- 
diction in which the project is to be constructed. Where special 
conditions exist, the building official is authorized to require 
additional construction documents to be prepared by a regis- 
tered design professional. 


ORS 672.107 is not part of this code but is reproduced here for the 
reader’s convenience: 

672.107 Structural engineer registration for performing engi- 
neering services on significant structures; rules. 

(1) For purposes of this section: 

(a) “Significant structure” means: 

(A) Hazardous facilities and special occupancy structures, as 
defined in ORS 455.447; 

(B) Essential facilities, as defined in ORS 455.447, that have a 
ground area of more than 4,000 square feet or are more than 
20 feet in height; 

(C) Structures that the Director of the Department of Con- 
sumer and Business Services determines to have irregular fea- 
tures; and 

(D) Buildings that are customarily occupied by human beings 
and are more than four stories or 45 feet above average ground 
level. 

(b) “Significant stmcture” does not mean: 

(A) One-family and two-family dwellings and accompanying 
accessory structures; 

(B) Agricultural buildings or equine facilities, both as defined 
in ORS 455.315; or 

(C) Buildings located on lands exempt from Department of 
Consumer and Business Services enforcement of building 
code regulations. 

(2) Consistent with ORS 672.255, the State Board of Examiners for 
Engineering and Land Surveying shall adopt rules establishing 
standards of competence in structural engineering analysis and 
design relating to seismic influence. 

(3) An engineer may not provide engineering services for signifi- 
cant structures unless the engineer possesses a valid professional 
stmctural engineer certificate of registration issued by the board. 


Exceptions: 

1. The building official is authorized to waive the sub- 
mission of construction documents and other data not 
required to be prepared by a registered design profes- 
sional if it is found that the nature of the work applied 
for is such that reviewing of construction documents 
is not necessary to obtain compliance with this code. 

2. Plans, calculations and specifications, diagrams and 
other data prepared and designed by an architect or an 
engineer licensed by the state to practice as such are 
not required for the following work, provided the 
building official determines that the work is not of a 
highly technical nature or there is unreasonable 
potential risk to life and/or safety of the structure; 

2.1. The erection, enlargement or alteration of any 
building, or any appurtenance thereto, where 
the resulting building has a ground area of 
4,000 square feet (372 m^) or less and is not 
more than 20 feet (6096 mm) in height from the 
top surface of the lowest floor to the highest in- 
terior overhead finish (see ORS 67 1 .030). 

2.2. A single-family dwelling, a farm agricultural 
building, nonfarm agricultural building, or ac- 
cessory building to a single-family dwelling. 


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2.3. Alterations or repairs that do not involve struc- 
tural parts of the building. 

Note: ORS 671.030 is available online at www.bcd.ore- 

gon.gov. 

R106.1.1 Information on construction documents. Con- 
struction documents shall be drawn upon suitable material. 
Electronic media documents are permitted to be submitted 
when approved by the building official. Construction docu- 
ments shall be of sufficient clarity to indicate the location, 
nature and extent of the work proposed and show in detail that 
it will conform to the provisions of this code and relevant 
laws, ordinances, rules and regulations, as determined by the 
building official. All braced wall lines, shall be identified on 
the construction documents and all pertinent information 
including, but not limited to, bracing methods, location and 
length of braced wall panels, foundation requirements of 
braced wall panels at top and bottom shall be provided. 

R106.1.2 Manufacturer’s installation instructions. Manu- 
facturer’s installation instructions, as required by this code, 
shall be available on the job site at the time of inspection. 

R106.1.3 Information for construction in flood hazard 
areas. For buildings and structures located in whole or in 
part in flood hazard areas as established by the local juris- 
diction, construction documents shall include: 

1. Delineation of flood hazard areas, floodway bound- 
aries and flood zones and the design flood elevation, 
as appropriate; 

2. The elevation of the proposed lowest floor, including 
basement', in areas of shallow flooding (AO Zones), 
the height of the proposed lowest floor, including 
basement, above the highest adjacent grade', 

3. The elevation of the bottom of the lowest horizontal 
structural member in coastal high hazard areas (V 
Zone); and 

4. If design flood elevations are not included on the 
community’s Flood Insurance Rate Map (FIRM), the 
building official and the applicant shall obtain and 
reasonably utilize any design flood elevation and 
floodway data available from other sources. 

R106.2 Site plan or plot plan. The construction documents 
submitted with the application for permit shall be accompanied 
by a site plan showing the size and location of new construction 
and existing structures on the site and distances from lot lines. 
In the case of demolition, the site plan shall show construction 
to be demolished and the location and size of existing struc- 
tures and construction that are to remain on the site or plot. The 
building official is authorized to waive or modify the require- 
ment for a site plan when the application for permit is for alter- 
ation or repair or when otherwise warranted. 

R106.3 Examination of documents. The building official 
shall examine or cause to be examined accompanying con- 
struction documents and shall ascertain by such examination 
whether the construction indicated and described is in accor- 
dance with the requirements of this code and other pertinent 
laws or ordinances. 


R106.3.1 Approval of construction documents. When the 
building official issues a permit, the construction documents 
shall be approved in writing or by a stamp which states 
“REVIEWED FOR CODE COMPLIANCE.” One set of 
construction documents so reviewed shall be retained by the 
building official. The other set shall be returned to tbe appli- 
cant, shall be kept at the site of work and shall be open to 
inspection by the building official or a duly authorized rep- 
resentative. Construction documents shall be approved in 
the timelines specified in ORS 455.467. 

Note: ORS 455.467 is available online at www.bcd.ore- 
gon.gov. 

R106.3.2 Previous approvals. This code shall not require 
changes in the construction documents, construction or des- 
ignated occupancy of a structure for which a lawful permit 
has been heretofore issued or otherwise lawfully autho- 
rized, and the construction of which has been pursued in 
good faith within 180 days after the effective date of this 
code and has not been abandoned. 

R106.3.3 Phased approval. The building official is autho- 
rized to issue a permit for the construction of foundations or 
any other part of a building or structure before the construc- 
tion documents for the whole building or structure have 
been submitted, provided that adequate information and 
detailed statements have been filed complying with perti- 
nent requirements of this code. The holder of such permit 
for the foundation or other parts of a building or structure 
shall proceed at the holder’s own risk with the building oper- 
ation and without assurance that a permit for the entire 
structure will be granted. 

R106.3.4 Design professional in responsible charge. 

1063.4.1 General. When it is required that documents be 
prepared by a registered design professional, the building 
official shall be authorized to require the owner to engage 
and designate on the building permit application a regis- 
tered design professional who shall act as the registered 
design professional in responsible charge. If the circum- 
stances require, the owner shall designate a substitute regis- 
tered design professional in responsible charge who shall 
perform the duties required of the original registered design 
professional in responsible charge. The building official 
shall be notified in writing by the owner if the registered 
design professional in responsible charge is changed or is 
unable to continue to perform the duties. 

The registered design professional in responsible 
charge shall be responsible for reviewing and coordinat- 
ing submittal documents prepared by others, including 
phased and deferred submittal items, for compatibility 
with the design of the building. 

R106.4 Amended construction documents. Work shall be 
installed in accordance with the approved construction docu- 
ments, and any changes made during construction that are not in 
compliance with the approved construction documents shall be 
resubmitted for approval as an amended set of construction doc- 
uments. 

RI06.5 Retention of construction documents. One set of 

approved construction documents shall be retained by the 


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SCOPE AND ADMINISTRATION 


building official for a period of not less than that dictated by 
OAR 166-150-0020 where a county has jurisdiction; OAR 
166-200-0025 where a city has jurisdiction; and OAR 166-300 
et al for the jurisdictions where the State of Oregon has juris- 
diction. One set of approved plans and specifications shall be 
returned to the applicant, and said set shall be kept on the site of 
the building or work at all times during which the work autho- 
rized thereby is in progress. The building official shall maintain 
a permanent record of all permits issued in flood hazard areas, 
including copies of inspection reports and certifications 
required in Section R 109. 1.3. 


SECTION R107 

TEMPORARY STRUCTURES AND USES 

R107.1 General. The building official is authorized to issue a 
permit for temporary structures and temporary uses. Such per- 
mits shall be limited as to time of service, but shall not be per- 
mitted for more than 180 days. The building official is 
authorized to grant extensions for demonstrated cause. 

R107.2 Conformance. Temporary structures and uses shall 
conform to the structural strength, fire safety, means of egress, 
light, ventilation and sanitary requirements of this code as nec- 
essary to ensure the public health, safety and general welfare. 

>1 I R107.3 Temporary power. Refer to applicable electrical laws. 

R107.4 Termination of approval. The building official is 
authorized to terminate such permit for a temporary structure or 
use and to order the temporary structure or use to be discontin- 
ued. 


SECTION R108 
FEES 

R108.1 Payment of fees. A permit shall not be valid until the 
fees prescribed by law have been paid. Nor shall an amendment 
to a permit be released until the additional fee, if any, has been 
paid. 

R108.2 Schedule of permit fees. Permit and plan review fees 
shall be as adopted by the authority having jurisdiction, except 
as otherwise limited by statute. On buildings, structures, elec- 
trical, gas, mechanical and plumbing systems or alterations 
requiring a permit, a fee for each permit shall be paid as 
required, in accordance with the schedule as established by the 
applicable governing authority under authority of ORS 
455.020 and 455.210. 

R108.3 Building permit valuations. The applicant for a per- 
mit shall provide an estimated permit value at time of applica- 
tion. Permit valuation shall include total value of work 
including materials and labor, for which the permit is being 
issued such as electrical, gas, mechanical, plumbing equipment 
and other permanent systems. If, in the opinion of the building 
official, the valuation is underestimated on the application, the 
permit shall be denied, unless the applicant can show detailed 
estimates to meet the approval of the building official. Final 
building permit valuation shall be set by the building official. 

R 108.4 Related fees. The payment of the fee for the construc- 
tion or alteration for work done in connection to or concurrently 


with the work authorized by a building permit shall not relieve 
the applicant or holder of the permit from the payment of other 
fees that are prescribed by law. 

R108.5 Refunds. The building official is authorized to estab- 
lish a refund policy. 

R108.6 Work commencing before permit issuance. Any per- 
son who commences work requiring a permit on a building or 
structure, electrical, gas, mechanical or plumbing system 
before obtaining the necessary permits shall be subject to an 
investigation fee equal to the permit fee that shall be in addition 
to the required permit fees. 

Exception: Work as permitted in Section R105.2. 

SECTION R109 
INSPECTIONS 

R109.1 General. Construction or work for which a permit is 
required shall be subject to inspection by the building official 
and such construction or work shall remain accessible and 
exposed for inspection purposes until approved. Approval as a 
result of an inspection shall not be construed to be an approval 
of a violation of the provisions of this code or of other laws or 
ordinances of the jurisdiction. Inspections presuming to give 
authority to violate or cancel the provisions of this code or of 
other laws or ordinances of the jurisdiction shall not be valid. It 
shall be the duty of the permit applicant to cause the work to 
remain accessible and exposed for inspection purposes. Nei- 
ther the building official nor the jurisdiction shall be liable for 
expense entailed in the removal or replacement of any material 
required to allow inspection. 

R109.1.1 Foundation inspection. Inspection of the founda- 
tion shall be made after poles or piers are set or trenches or 
basement areas are excavated and any required forms erected 
and any required reinforcing steel is in place and supported 
prior to the placing of concrete. The foundation inspection 
shall include excavations for thickened slabs intended for the 
support of bearing walls, partitions, structural supports, or 
equipment and special requirements for wood foundations. 

R109.1.1.1 Concrete slab or under-floor inspection. 

Concrete slab or under-floor inspection shall be made 
after in-slab or under-floor building service equipment, 
conduit, piping accessories and other ancillary equip- 
ment items are in place but before any concrete is placed 
or floor sheathing installed, including sub-floor. 

R109.1.2 Plumbing, mechanical, gas and electrical sys- 
tems inspection. Rough inspection of plumbing, mechani- 
cal, gas and electrical systems shall be made prior to 
covering or concealment, before fixtures or appliances are 
set or installed, and prior to framing inspection. 

Exception: Back-filling of ground-source heat pump 
loop systems tested in accordance with Section M2105. 1 
prior to inspection shall be permitted. 

R109.1.3 Floodplain inspections. For construction in 
areas prone to flooding as established by the local jurisdic- 
tion, upon placement of the lowest floor, including base- 
ment, and prior to further vertical construction, the building 
official shall require submission of documentation, pre- 


1-8 


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SCOPE AND ADMINISTRATION 


pared and sealed by a registered design professional, of the 
elevation of the lowest floor, including basement, required 
in Section R322. 

R109.1.4 Frame and masonry inspection. Inspection of 
framing and masonry construction shall be made after the 
roof, masonry, all framing, firestopping, draftstopping and 
bracing are in place and after the plumbing, mechanical and 
electrical rough inspections are approved. 

R109.1.4.1 Moisture content. After the framing inspec- 
tion and prior to the installation of interior finishes, the 
building official shall be notified in writing by the gen- 
eral contractor that all moisture-sensitive wood framing 
members used in construction have a moisture content of 
not more than 19 percent of the weight of dry wood fram- 
ing members. 

R109.1.5 Other inspections. In addition to the inspections 
specified above, the building official is authorized to make 
or require other inspections to ascertain compliance with the 
provisions of this code and other laws that are enforced by 
the building official. 

R109. 1.5.1 Fire-resistance-rated construction 
inspection. Where fire-resistance-rated construction is 
required between dwelling units or due to location on 
property, the building official shall require an inspection 
of such construction after all lathing and/or wallboard is 
in place, but before any plaster is applied, or before wall- 
board joints and fasteners are taped and finished. 

R109.1.5.2 Insulation and vapor barrier inspection. 

Inspection shall be made after all insulation and required 
vapor barriers are in place, but before any lath or gypsum 
board interior wall covering is applied. 

Exceptions: 

1 . Ceiling and floor insulation visible during final 
inspection. 

2. The building official may allow the frame, 
insulation and vapor barrier inspections to be 
performed simultaneously. 

R109.1.5.3 Reinforced masonry, insulating concrete 
form (ICF) and conventionally formed concrete wall 
inspection. Reinforced masonry walls, insulating con- 
crete form (ICF) walls and conventionally formed con- 
crete walls located in Seismic Design Categories D,, Dj, 
and E shall be inspected after plumbing, mechanical, and 
electrical systems embedded within the walls, and rein- 
forcing steel are in place and prior to placement of grout 
or concrete. Inspection shall verify the correct size, loca- 
tion, spacing, and lapping of reinforcing. For masonry 
walls, inspection shall also verify that the location of 
grout cleanouts and size of grout spaces comply with the 
requirements of this code. 

R109.1.6 Final inspection. Final inspection shall be made 
after all work required by the building permit is completed. 

R109.2 Inspection agencies. The building official is authorized 
to accept reports of approved agencies, provided such agencies 
satisfy the requirements as to qualifications and reliability. 


R109.3 Inspection requests. It shall be the duty of the holder 
of the building permit or their duly authorized agent to notify 
the building official when work is ready for inspection. It shall 
be the duty of the permit holder to provide access to and means 
for inspection of such work that are required by this code. 

R109.4 Approval required. Work shall not be done beyond 
the point indicated in each successive inspection without first 
obtaining the approval of the building official. The building 
official upon notification, shall make the requested inspections 
and shall either indicate the portion of the construction that is 
satisfactory as completed, or notify the permit holder or their 
duly authorized agent the same fails to comply with this code. 
Any portions that do not comply shall be corrected and such 
portion shall not be covered or concealed until authorized by 
the building official. 

SECTION R1 10 

CERTIFICATE OF OCCUPANCY 

RlIO.l Use and occupancy. No building or structure shall be 
used or occupied, and no change in the existing character, use 
or occupancy classification of a building or structure or portion 
thereof shall be made until the building official has issued a cer- 
tificate of occupancy for such change in character, use or occu- 
pancy as specified in OAR 918-480-0140. Issuance of a 
certificate of occupancy shall not be construed as an approval 
of a violation of the provisions of this code or of other ordi- 
nances of the jurisdiction. 

Exceptions: 

1. Certificates of occupancy are not required for work 
exempt from permits under Section R105.2. 

2. Accessory buildings or structures. 


OAR 91 8-480-0140 is not part of this code but is reproduced here 
for the reader’s convenience: 

918-480-0140 Residential Certificates of Occupancy. 

(1) Prior to occupancy of a new residential dwelling or townhouse 
the building official must issue a certificate of occupancy in the 
form and format established by the division, unless a temporary 
certificate of occupancy is issued by the building official. 

(2) This rule applies to a new residential dwelling or townhouse, if 
the structural permit for construction of the residential dwelling or 
townhouse was applied for on or after April 1 , 2008. 

(3) For purposes of this rule, the terms “residential dwelling” and 
“townhouse” have the same meaning as in section R202 of the 2008 
Oregon Residential Specialty Code. 

(4) Before the certificate of occupancy is issued, the general con- 
tractor or owner who was issued the structural permit for construc- 
tion must provide to the building official the contact information 
and relevant license information for the general contractor, as well 
as any electrical contractor, HVAC contractor and plumbing con- 
tractor that performed work on the residential dwelling or town- 
house. 

(5) A building official may revoke a certificate of occupancy or a 
temporary certificate of occupancy when the residential dwelling 
or townhouse is in violation of applicable law that poses a threat to 
health and safety. The revocation must be in writing and state the 
basis for the revocation of the certificate of occupancy. 


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R110.2 Change in use or occupancy. No change shall be 
made in the use or occupancy of any building that would place 
the building in a different division of the same group of occu- 
pancy or in a different group of occupancies, unless such build- 
ing is made to comply with the requirements of this code and 
Chapter 1 1 Accessibility, in the Building Code for such divi- 
sion or group of occupancy. Subject to the approval of the 
building official, the use or occupancy of existing buildings 
shall be permitted to be changed and the building is allowed to 
be occupied for purposes in other groups without conforming 
to all the requirements of this code for those groups, provided 
the new or proposed use is less hazardous, based on life and fire 
risk, than the existing use, 

R110.3 Certificate issued. After the building official inspects 
the building or structure and finds no violations of the provi- 
sions of this code or other laws that are enforced by the depart- 
ment of building safety, the building official shall issue a 
certificate of occupancy which shall contain the following: 

1. The building permi/ number. 

2. The address of the structure. 

3. The name and address of the owner. 

4. A description of that portion of the structure for which 
the certificate is issued. 

5. A statement that the described portion of the structure 
has been inspected for compliance with the requirements 
of this code. 

6. The name of the building official. 

1. The edition of the code under which the permit was 
issued. 

8. If an automatic sprinkler system is provided and whether 
the sprinkler system is required. 

9. Any special stipulations and conditions of the building 
permit. 

R110.4 Temporary occupancy. The building official is autho- 
rized to issue a temporary certificate of occupancy before the 
completion of the entire work covered by the permit, provided 
that such portion or portions shall be occupied safely. The 
building official shall set a time period during which the tempo- 
rary certificate of occupancy is valid. 

R110.5 Revocation. The building official is authorized to, in 
writing, suspend or revoke a certificate of occupancy or com- 
pletion issued under the provisions of this code wherever the 
certificate is issued in error, or on the basis of incorrect infor- 
mation supplied, or where it is determined that the building or 
structure or portion thereof is in violation of any ordinance or 
regulation or any of the provisions of this code. 


SECTION R111 
SERVICE UTILITIES 

Rlll.l Connection of service utilities. No person shall make 
connections from a utility, source of energy, fuel or power to 
any building or system that is regulated by this code for which a 
permit is required, until approved by the building official. 


Rlll.l Temporary connection. The building official shall 
have the authority to authorize and approve the temporary con- 
nection of the building or system to the utility, source of energy, 
fuel or power. 

R111.3 Authority to disconnect service utilities. The building 
official shall have the authority to authorize disconnection of a 
fuel supply or appliance that does not conform to this code. The 
building official shall also have the authority to order discon- 
nected a gas utility service, or energy supplies to a building, 
structure, premises or equipment in case of emergency when 
necessary to eliminate an immediate hazard to life or property. 
A notice shall be attached to the energy supply or appliances 
stating the reason for disconnection. Such notices shall not be 
removed nor shall the system or appliance be reconnected until 
authorized by the building official. The owner or occupant of 
the building, structure or service system shall be notified in 
writing as soon as practical thereafter. 

SECTION R112 
BOARD OF APPEALS 

R112.1 General. In order to hear and decide appeals of orders, 
decisions or determinations made by the building official relative 
to the application and interpretation of this code, the local juris- 
diction shall establish an appeals procedure. 

R112.1.1 Alternate appeals process. ORS 455.475 pro- 
vides an alternate appeals process to that set forth by the 
local municipality. 


ORS 455.475 is not part of this code but is reproduced here for the 
reader’s convenience: 

455.475 Appeal of decision of building official. A person 
aggrieved by a decision made by a building official under authority 
established pursuant to ORS 455.148, 455.150 or 455.467 may 
appeal the decision. The following apply to an appeal under this 
section: 

(1) An appeal under this section shall be made first to the appropri- 
ate specialty code chief inspector of the Department of Consumer 
and Business Services. The decision of the department chief 
inspector may be appealed to the appropriate advisory board. The 
decision of the advisory board may only be appealed to the Director 
of the Department of Consumer and Business Services if codes in 
addition to the applicable specialty code are at issue. 

(2) If the appropriate advisory board determines that a decision by 
the department chief inspector is a major code interpretation, then 
the inspector shall distribute the decision in writing to all applicable 
specialty code public and private inspection authorities in the state. 
The decision shall be distributed within 60 days after the board’s 
determination, and there shall be no charge for the distribution of 
the decision. As used in this subsection, a “major code interpreta- 
tion” means a code interpretation decision that affects or may affect 
more than one job site or more than one inspection jurisdiction. 

(3) If an appeal is made under this section, an inspection authority 
shall extend the plan review deadline by the number of days it takes 
for a final decision to be issued for the appeal. 

Note: Forms for appeals under ORS 455.690 and ORS 455.475 
are available online at www.bcd.oregon.gov. 

R112.2 Limitations on authority. An application for appeal 
shall be based on a claim that the true intent of this code or the 


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2011 OREGON RESIDENTIAL SPECIALTY CODE 




SCOPE AND ADMINISTRATION 


rules legally adopted thereunder have been incorrectly inter- 
preted, the provisions of this code do not fully apply, or an 
equally good or better form of construction is proposed. The 
board shall have no authority to waive requirements of this code. 

ORS 455.690 is not part of this code but is reproduced here for the 
reader’s convenience: 

455.690 Appeal to advisory boards. Any person aggrieved by the 
final decision of a municipal appeals board or a subordinate officer 
of the Department of Consumer and Business Services as to the 
application of any provision of a specialty code may, within 30 days 
after the date of the decision, appeal to the appropriate advisory 
board. The appellant shall submit a fee of $20, payable to the 
department, with the request for appeal. The final decision of the 
involved municipality or state officer shall be subject to review and 
final determination by the appropriate advisory board as to techni- 
cal and scientific determinations related to the application of the 
specialty code involved. 


R1 12.2.1 Determination of substantial improvement in 
I areas prone to flooding. Not adopted by the State of Oregon. 

R1 12.2.2 Criteria for issuance of a variance for areas 
I prone to flooding. Not adopted by the State of Oregon. 

R112.3 Qualifications. An appeals board shall consist of 
members who are qualified by experience and training to pass 
on matters pertaining to building construction. 

I R112.4 Administration. Not adopted by the State of Oregon. 


SECTION R113 
VIOLATIONS 

R113.1 Prohibited acts are as described in ORS 455.450. 


ORS 455.450 is not part of this code but is reproduced here for the 
reader’s convenience: 

455.450 Prohibited acts. A person shall not: 

( 1 ) Violate, or procure or assi st i n the violation of, any final order of 
the Director of the Department of Consumer and Business Ser- 
vices, an advisory board, a state administrative officer or any local 
appeals board, building official or inspector, concerning the appli- 
cation of the state building code in a particular case or concerning a 
license, certificate, registration or other authorization. 

(2) Engage in, or procure or assist any other person to engage in, 
any conduct or activity for which a permit, label, license, certifi- 
cate, registration or other formal authorization is required by any 
specialty code, any provision of ORS 446.003 to 446.200, 446.225 
to 446.285, 446.395 to 446.420, 446.566 to 446.646, 446.666 to 
446.746, 479.5 10 to 479.945, 479.950 and 480.5 10 to 480.670, this 
chapter or ORS chapter 447, 460 or 693, or any rule adopted or 
order issued for the administration and enforcement of those provi- 
sions, without first having obtained such permit, label, license, cer- 
tificate, registration or other formal authorization. 

(3) Violate, or procure or assist in the violation of, any standard, speci- 
fication, requirement, prohibition or other technical provision set forth 
in the state building code or an applicable local building code or in any 
rule or order of the Department of Consumer and Business Services, 
an advisory board, a local governing body or local building official. 


R1 13.2 Notice of violation. The building official is authorized 
to serve a notice of violation or order on the person responsible 
for the erection, construction, alteration, extension, repair. 


moving, removal, demolition or occupancy of a building or 
structure in violation of the provisions of this code, or in viola- 
tion of a detail statement or a plan approved thereunder, or in 
violation of a permit or certificate issued under the provisions 
of this code. Such order shall direct the discontinuance of the 
illegal action or condition and the abatement of the violation. 

R113.3 Prosecution of violation. If the notice of violation is 
not complied with in the time prescribed by such notice, the 
building official is authorized to request the legal counsel of the 
jurisdiction to institute the appropriate proceeding at law or in 
equity to restrain, correct or abate such violation, or to require 
the removal or termination of the unlawful occupancy of the 
building or structure in violation of the provisions of this code 
or of the order or direction made pursuant thereto. 

R113.4 Violation penalties. Any person who violates a provi- 
sion of this code or fails to comply with any of the requirements 
thereof or who erects, constructs, alters or repairs a building or 
structure in violation of the approved construction documents 
or directive of the building official, or of a permit or certificate 
issued under the provisions of this code, shall be subject to pen- 
alties as prescribed by law. 


SECTION R114 
STOP WORK ORDER 

R114.1 Authority. Whenever the building official finds any 
work regulated by this code being performed in a manner either 
contrary to the provisions of this code or dangerous or unsafe, 
the building official is authorized to issue a stop work order. 

R114.2 Issuance. The stop work order shall be in writing and 
shall be given to the owner of the property involved, or to the 
owner’s agent, or to the person doing the work. Upon issuance 
of a stop work order, the cited work shall immediately cease. 
The stop work order shall state the reason for the order, and the 
conditions under which the cited work will be permitted to 
resume. 


|< 


R114.3 Unlawful continuance. Any person who shall con- 
tinue any work after having been served with a stop work order, ^ 
except such work as that person is directed to perform to 
remove a violation or unsafe condition, shall be subject to pen- 
alties as prescribed by law. 


SECTION R1 15 

PREFABRICATED CONSTRUCTION 

R115.1 General. See ORS 455.010 and OAR chapter 918, 
division 674. 


ORS 455.010(6) is not part of this code but is reproduced here for 
the reader’s convenience: 

455.010(6) ‘ ‘Prefabricated structure” means a building or subassem- 
bly that has been in whole or substantial part manufactured or assem- 
bled using closed construction at an off-site location to be wholly or 
partially assembled on-site. “Prefabricated structure” does not 
include a manufactured dwelling, recreational structure or recre- 
ational vehicle, as those terms are defined in ORS 446.003. 


Note: OAR Chapter 918, Division 674 is available online at 
www.bcd.oregon.gov. 


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SECTION R116 

SWIMMING POOLS, SPAS AND HOT TUBS 

R116,l General. Barrier provisions for swimming pools, spas 
and hot tubs are contained in Appendix G as amended. 

R116.2 In-ground pools. In-ground pools shall be designed 
and constructed in accordance with ANSI/NSPI-5 as listed in 
Appendix G, Section AG103.1. 

SECTION R117 
INSPECTION CARD 

R117.1 Record required. The permit holder or permit 
holder’s agent shall post the inspection record on the job site in 
an accessible and conspicuous place to allow the building offi- 
cial to make the required entries. The record shall be main- 
tained by the permit holder until the final inspection has been 
made and approved. 

SECTION R118 
MOVED BUILDINGS 

R118.1 Moved buildings. See ORS 455.410. 

ORS 455.410 is not part of this code but is reproduced here for the 
reader’s convenience: 

455.410 Relocated buildings; substantial compliance required; 
permits. 

(1) Existing buildings or structures which are removed from their 
foundation and relocated to another site within this state shall be in 
substantial compliance as defined in subsections (2) and (3) of this 
section. 

(2) “Substantial compliance” means compliance with local con- 
struction codes in effect as of the original permit date of the build- 
ing or stmcture, or where there was no permitting required at the 
time of original construction, with basic health and safety stan- 
dards, as described in the closest dated Uniform Housing Code, as 
published by the International Conference of Building Officials as 
of the date of construction. Only the insulation, overhead and 
underneath the stmcture, shall be upgraded to the current insulation 
requirements of the state building code, or to the maximum extent 
possible subject to the design of the stmcture. Nothing in this stat- 
ute shall be constmed to mean that all heating, plumbing and elec- 
trical systems shall be replaced with systems meeting current 
standards for new constmction, except that any life-threatening 
deficiencies in those systems shall be repaired, notwithstanding 
that the cost of rehabilitation may exceed 50 percent of the value of 
the stmcture before rehabilitation. 

(3) All foundation and basement constmction on the stmcture and 
any remodeling at the new location shall be constmcted subject to 
all applicable local current building and safety codes, or where 
none exist, with the applicable standards as described in the Uni- 
form Housing Code described in subsection (2) of this section. 

(4) All moved houses shall be provided with either battery-oper- 
ated or hard-wired smoke detection devices located in accordance 
with the provisions of the state building code. 

(5) Nothing in this section is intended to permit any person to move 
a stmcture unless the person first consults the appropriate building 
inspection authority and obtains all required permits. 


SECTION R119 
HISTORIC BUILDINGS 

R119.1 Repairs, alterations and additions. Repairs, alter- 
ations and additions necessary for the preservation, restoration, 
rehabilitation or continued use of an historical building may be 
made without conforming to all of the requirements of this 
code when authorized by the building official, provided: 

1. The building has been officially designated an historic 
building. 

2. Unsafe conditions are corrected. 

3. The restored building will be no more hazardous based 
on life, fire safety and sanitation than the existing build- 
ing. 

4. The building official seeks the advice of the State of Ore- 
gon Historic Preservation Office. 

In the case of appeals related to historic buildings, the local 
appeals board or the appropriate state appeals board shall seek 
the advice of the state historic preservation officer. 


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2011 OREGON RESIDENTIAL SPECIALTY CODE 




Part II— Definitions 


CHAPTER 2 

DEFINITIONS 


SECTION R201 
GENERAL 


R201.1 Scope. Unless otherwise expressly stated, the follow- 
ing words and terms shall, for the purposes of this code, have 
the meanings indicated in this chapter. 

R201.2 Interchangeability. Words used in the present tense 
include the future; words in the masculine gender include the 
feminine and neuter; the singular number includes the plural 
and the plural, the singular. 

R201.3 Terms defined in other codes. Where terms are not 
defined in this code and are defined in the electrical code, build- 
ing code, fire code, mechanical code or plumbing code such 
terms shall have meanings ascribed to them as in those codes. 


R201.4 Terms not defined. Where terms are not defined 
through the methods authorized by this section, such terms 
shall have ordinarily accepted meanings such as the context 
implies. Words of common usage are given their plain, natural, 
and ordinary meanings. Words that have well-defined legal 
meanings are given those meanings. 


SECTION R202 
DEFINITIONS 

ACCESSIBLE. Signifies access that requires the removal of 
an access panel or similar removable obstruction. 

ACCESSORY STRUCTURE. A structure not greater than 
3,000 square feet (279 m^) in floor area, and not over two sto- 
ries in height, the use of which is customarily accessory to and 
incidental to that of the dwelling(s) and which is located on the 
same lot. Accessory structures include, but are not limited to 
garages, carports, cabanas, storage sheds, tool sheds, play- 
houses and garden structures. 


ADDITION, An extension or increase in floor area or height 
of a building or structure. 


ADHERED STONE OR MASONRY VENEER. Stone or 
masonry veneer secured and supported through the adhesion of 
an approvedhonding material applied to an approved backing. 

AIR CIRCULATION, FORCED. A means of providing 
space conditioning utilizing movement of air through ducts or 
plenums by mechanical means. 


AIR-CONDITIONING SYSTEM. A system that consists of 
heat exchangers, blowers, filters, supply, exhaust and return-air 
systems, and shall include any apparatus installed in connec- 
tion therewith. 


AIR, EXHAUST. Air being removed from any space or piece 
of equipment and conveyed directly to the atmosphere by 
means of openings or ducts. 

AIR-IMPERMEABLE INSULATION. An insulation having 
an air permanence equal to or less than 0.02 L/s-m^ at 75 Pa pres- 
sure differential tested according to ASTM E 2178 or E 283. 

AIR, MAKEUP. Air that is provided to replace air that is 
exhausted. 


ALTERATION. Any construction or renovation to an existing 
structure other than repair or addition that requires a permit. 
Also, a change in a mechanical system that involves an exten- 
sion, addition or change to the arrangement, type or purpose of 
the original installation that requires a permit. 

ANCHORED STONE OR MASONRY VENEER. Stone or 
masonry veneer secured with approved mechanical fasteners 
to an approved backing. 

ANCHORS. See “Supports.” 

APPLIANCE. A device or apparatus that is manufactured and 
designed to utilize energy and for which this code provides spe- 
cific requirements. 

APPROVED. Acceptable to the code official or authority hav- 
ing jurisdiction. 


APPROVED AGENCY. An established and recognized 
agency regularly engaged in conducting tests or furnishing 
inspection services, when such agency has been approved by 
the building ojficial. 


ASPECT RATIO. The ratio of longest to shortest perpendicular 
dimensions, or for wall sections, the ratio of height to length. 


ATTIC. The space between the ceiling assembly of the top 
story and the roof assembly. 

BALCONY, EXTERIOR. An exterior floor system project- 
ing from and supported completely by an adjoining structure 
without any additional supports provided to the floor system. 




BASEMENT. That portion of a building that is partly of com- 
pletely below grade. A basement shall be considered as a story 
above grade plane where the finished surface of the floor above 
the basement is: 

1. More than 6 feet (1829 mm) above grade plane; or 

2. More than 12 feet (3658 mm) above the finished ground 
level at any point. 

BASEMENT WALL. The opaque portion of a wall that 
encloses one side of a basement and has an average below 
grade wall area that is 50 percent or more of the total opaque 
and non-opaque area of that enclosing side. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


2-1 



DEFINITIONS 


BASIC WIND SPEED. Three-second gust speed at 33 feet 
(10 058 mm) above the ground in Exposure C (see Section 
R301.2.1) as given in Figure R301.2(4). 

BOILER. A closed heating appliance intended to supply hot 
water or steam for space heating, processing or power pur- 
poses. Low-pressure boilers operate at pressures less than or 
equal to 15 pounds per square inch (psi) (103 kPa) for steam 
and 160 psi (1 103 kPa) for water. High-pressure boilers operate 
at pressures exceeding those pressures. 

BOND BEAM. A horizontal grouted element within masonry 
in which reinforcement is embedded. 


BRACED WALL LINE. A straight line through the building 
plan that represents the location of the lateral resistance pro- 
vided by the wall bracing. 

BRACED WALL LINE, CONTINUOUSLY SHEATHED. 

A braced wall line with structural sheathing applied to all 
sheathable surfaces including the areas above and below open- 
ings. 


> 


BRACED WALL PANEL. A full-height section of wall con- 
structed to resist in-plane shear loads through interaction of 
framing members, sheathing material and anchors. The panel’s 
length meets the requirements of its particular bracing method, 
and contributes toward the total amount of bracing required 
along its braced wall line in accordance with Section R602. 10.1. 

BRAZING. A weld produced by heating an assembly to the 
brazing temperature using a filler metal having a liquidus 
above 840°F (449°C) and below the solidus of the metals. 


BTU/H. The listed maximum capacity of an appliance, 
absorption unit or burner expressed in British thermal units 
I I input per hour. (See Chapter 1 1 for Definition of BTU.) 

BUILDING. Building shall mean any low-rise residential or 
portion thereof, including townhouses, that is used, or designed 
or intended to be used for human habitation, for living, sleep- 
ing, cooking or eating purposes, or any combination thereof, 
and shall include accessory structures thereto. 

BUILDING CODE. Shall mean the Oregon Structural Spe- 
cialty Code as adopted by OAR 918-460-0100. 

BUILDING, EXISTING. Existing building is a building 
erected prior to the adoption of this code, or one for which a 



BUILDING LINE. The line established by law, beyond which 
a building shall not extend, except as specifically provided by 
law. 


BUILDING OFFICIAL. The officer or other designated 
authority charged with the administration and enforcement of 
this code or a duly authorized representative. 

455.715 Definitions for ORS 455.715 to 455.740. As used in ORS 
455.715 to 455.740, unless the context otherwise requires: (1) 
“Building official” means a person charged by a municipality with 
responsibility for administration and enforcement of the state 
building code in the municipality. 


BUILDING THERMAL ENVELOPE. The basement walls, 
exterior walls, floor, roof and any other building element that 
enclose conditioned spaces. 


BUILT-UP ROOF COVERING. Two or more layers of felt 
cemented together and surfaced with a cap sheet, mineral 
aggregate, smooth coating or similar surfacing material. 


CAP PLATE. The top plate of the double top plates used in 
structural insulated panel (SIP) construction. The cap plate is 
cut to match the panel thickness such that it overlaps the wood 
structural panel facing on both sides. 

CARPORT. A carport is a structure used to shelter a vehicle, 
having no enclosed uses above, and is entirely open on two or 
more sides. 


CEILING HEIGHT. The clear vertical distance from the fin- 
ished floor to the finished ceiling. 

CEMENT PLASTER. A mixture of portland or blended 
cement, portland cement or blended cement and hydrated lime, 
masonry cement or plastic cement and aggregate and other 
approved materials as specified in this code. 

CHIMNEY. A primary vertical structure containing one or 
more flues, for the purpose of carrying gaseous products of 
combustion and air from a fuel-burning appliance to the out- 
side atmosphere. 

CHIMNEY CONNECTOR. A pipe that connects a fuel- 
burning appliance to a chimney. 

CHIMNEY TYPES. 


Residential-type appliance. An approved chimney for 
removing the products of combustion from fuel-burning, 
residential-type appliances producing combustion gases 
not in excess of 1,000°F (538°C) under normal operating 
conditions, but capable of producing combustion gases of 
1,4()0°F (760°C) during intermittent forces firing for peri- 
ods up to 1 hour. All temperatures shall be measured at the 
appliance flue outlet. Residential-type appliance chimneys 
include masonry and factory-built types. 

CLADDING. The exterior materials that cover the surface of 
the building envelope that is directly loaded by the wind. 

CLOSET. A small room or chamber used for storage. 



< 

< 


CLOTHES DRYER. An appliance used to dry wet laundry by 
means of heated air. 

T^pe 1. Factory-built package, multiple production. Pri- 
marily used in the family living environment. Usually the 
smallest unit physically and in function output. 

COMBUSTIBLE MATERIAL. Any material not defined as 
noncombustible. 


COMBUSTION AIR. The air provided to fuel-burning equip- 
ment including air for fuel combustion, draft hood dilution and 
ventilation of the equipment enclosure. Air necessary for the 
complete combustion of a fuel, including theoretical air and 
excess air. 

CONDENSATE. The liquid that separates from a gas due to a 
reduction in temperature, e.g., water that condenses from flue 
gases and water that condenses from air circulating through the 
cooling coil in air conditioning equipment. 


< 



CONDENSING APPLIANCE. An appliance that condenses 
water generated by the burning of fuels. 


2-2 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




DEFINITIONS 


CONDITIONED AIR. Air treated to control its temperature, 
relative humidity or quality. 

CONDITIONED AREA. That area within a building pro- 
vided with heating and/or cooling systems or appliances capa- 
ble of maintaining, through design or heat loss/gain, 68°F 
(20°C) during the heating season and/or 80°F (27°C) during 
the cooling season, or has a fixed opening directly adjacent to a 
conditioned area. 

CONDITIONED FLOOR AREA, The horizontal projection 
of the floors associated with the conditioned space. 

CONDITIONED SPACE. See Chapter 1 1 for definition of 
“conditioned space.” 

CONGREGATE LIVING FACILITIES. A building or part 
thereof that contains sleeping units where residents share bath- 
room and/or kitchen facilities. 

CONSTRUCTION DOCUMENTS. Written, graphic and 
pictorial documents prepared or assembled for describing the 
design, location and physical characteristics of the elements of 
a project necessary for obtaining a building permit. 

CONTROL, LIMIT. An automatic control responsive to 
changes in liquid flow or level, pressure, or temperature for 
limiting the operation of an appliance. 

CONTROL, PRIMARY SAFETY. A safety control respon- 
sive directly to flame properties that senses the presence or 
absence of flame and, in event of ignition failure or uninten- 
tional flame extinguishment, automatically causes shutdown 
of mechanical equipment. 

CONVECTOR. A system-incorporating heating element in 
an enclosure in which air enters an opening below the heating 
element, is heated and leaves the enclosure through an opening 
located above the heating element. 

CORE. The light-weight middle section of the structural insu- 
lated panel composed of foam plastic insulation, which pro- 
vides the link between the two facing shells. 

CORROSION RESISTANCE. The ability of a material to 
withstand deterioration of its surface or its properties when 
exposed to its environment. 

COURT. An open, uncovered space, unobstructed to the sky, 
bounded on three or more sides by exterior building walls or 
other enclosing devices. 

CRIPPLE WALL. A framed stud wall that is less than 96 
inches (2438 mm) in height extending from the top of a con- 
crete or masonry foundation to the underside of floor framing 
for the lowest occupied floor level or from the top of a daylight 
basement concrete or masonry foundation wall to the under- 
side of the framing above. 

DALLE GLASS. A decorative composite glazing material 
made of individual pieces of glass that are embedded in a cast 
matrix of concrete or epoxy. 

DAMPER, VOLUME. A device that will restrict, retard or 
direct the flow of air in any duct, or the products of combustion 
of heat-producing equipment, vent connector, vent or chimney. 

DEAD LOADS. The weight of all materials of construction 
incorporated into the building, including but not limited to 


walls, floors, roofs, ceilings, stairways, built-in partitions, fin- 
ishes, cladding, and other similarly incorporated architectural 
and structural items, and fixed service equipment. 

DECK, ATTACHED. An exterior floor system supported on 
at-least one side by the exterior wall of the adjoining structure 
and supported on the opposing side by posts, piers or other sup- 
port methods. 

DECK, DETACHED. An exterior floor system not anchored 
to a structure that is provided with its own independent support 
system. 

DECORATIVE GLASS. A carved, leaded or Dalle glass or 
glazing material whose purpose is decorative or artistic, not 
functional; whose coloring, texture or other design qualities or 
components cannot be removed without destroying the glazing 
material; and whose surface, or assembly into which it is 
incorporated, is divided into segments. 

DESIGN PROFESSIONAL. See “Registered design profes- 
sionair 

DIAPHRAGM. A roof or floor system designed to transmit 
lateral forces to shear walls or other lateral-load-resisting ele- 
ments. 

DILUTION AIR. Air that enters a draft hood or draft regulator 
and mixes with flue gases. 

DIRECT-VENT APPLIANCE. A fuel-burning appliance 
with a sealed combustion system that draws all air for combus- 
tion from the outside atmosphere and discharges all flue gases 
to the outside atmosphere. 

DRAFT. The pressure difference existing between the appli- 
ance or any component part and the atmosphere, that causes a 
continuous flow of air and products of combustion through the 
gas passages of the appliance to the atmosphere. 

Induced draft. The pressure difference created by the 
action of a fan, blower or ejector, that is located between the 
appliance and the chimney or vent termination. 

Natural draft. The pressure difference created by a vent or 
chimney because of its height, and the temperature differ- 
ence between the flue gases and the atmosphere. 

DRAFT HOOD. A device built into an appliance, or a part of 
the vent connector from an appliance, which is designed to pro- 
vide for the ready escape of the flue gases from the appliance in 
the event of no draft, backdraft or stoppage beyond the draft 
hood; prevent a backdraft from entering the appliance', and 
neutralize the effect of stack action of the chimney or gas vent 
on the operation of the appliance. 

DRAFT REGULATOR. A device that functions to maintain a 
desired draft in the appliance by automatically reducing the 
draft to the desired value. 

DRAFT STOP. A material, device or construction installed to 
restrict the movement of air within open spaces of concealed 
areas of building components such as crawl spaces, floor-ceil- 
ing assemblies, roof-ceiling assemblies and attics. 

DUCT SYSTEM. A continuous passageway for the transmis- 
sion of air which, in addition to ducts, includes duct fittings, 
dampers, plenums, fans and accessory air-handling equipment 
and appliances. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


2-3 



DEFINITIONS 


DWELLING. Any building that contains one or two dwelling 
units used, intended, or designed to be built, used, rented, 
leased, let or hired out to be occupied, or that are occupied for 
living purposes. 

DWELLING UNIT. A single unit providing complete inde- 
pendent living facilities for one or more persons, including per- 
manent provisions for living, sleeping, eating, cooking and 
^ sanitation. 

I I ELECTRICAL CODE. Shall mean the Oregon Electrical 
N Specialty Code as adopted by OAR 918-305-0100. 

EMERGENCY ESCAPE AND RESCUE OPENING. An 

operable exterior window, door or similar device that provides 
for a means of escape and access for rescue in the event of an 
emergency. 

EQUIPMENT. All piping, ducts, vents, control devices and 
other components of systems other than appliances that are 
permanently installed and integrated to provide control of envi- 
ronmental conditions for buildings. This definition shall also 
^ include other systems specifically regulated in this code. 

ESCARPMENT. With respect to topographic wind effects, a 
cliff or steep slope generally separating two levels or gently 
sloping areas. 

ESSENTIALLY NONTOXIC TRANSFER FLUIDS. Fluids 
having a Gosselin rating of 1, including propylene glycol; min- 
eral oil; polydimenthyoil oxane; hydrochlorofluorocarbon, 
chlorofluorocarbon and hydrofluorocarbon refrigerants; and 
¥E)k-approved boiler water additives for steam boilers. 

ESSENTIALLY TOXIC TRANSFER FLUIDS. Soil, water 
or gray water and fluids having a Gosselin rating of 2 or more 
including ethylene glycol, hydrocarbon oils, ammonia refrig- 
erants and hydrazine. 

EVAPORATIVE COOLER. A device used for reducing air 
temperature by the process of evaporating water into an 
airstream. 

EXCESS AIR. Air that passes through the combustion cham- 
ber and the appliance flue in excess of that which is theoreti- 
cally required for complete combustion. 

EXHAUST HOOD, FULL OPENING. An exhaust hood 
with an opening at least equal to the diameter of the connecting 
^ vent. 

EXTERIOR INSULATION AND FINISH SYSTEMS 
(EIFS). EIFS are nonstructural, nonload-bearing exterior wall 
cladding systems that consist of an insulation board attached 
either adhesively or mechanically, or both, to the substrate; an 
integrally reinforced base coat; and a textured protective finish 
coat. 

EXTERIOR INSULATION AND FINISH SYSTEMS 
(EIFS) WITH DRAINAGE. An EIFS that incorporates a 
means of drainage applied over a water-resistive barrier. 

EXTERIOR WALL. A wall, bearing or nonbearing, that is 
used as an enclosing wall for a building, other than a fire wall, 
and that has a slope of 60 degrees (1 .05 rad) or greater with the 


horizontal plane. For definition, as it applies to energy effi- 
ciency, see Chapter 1 1 . 

FACING. The wood structural panel facings that form the two 
outmost rigid layers of the structural insulated panel. 

FACTORY-BUILT CHIMNEY. A listed and labekd chim- 
ney composed of factory-made components assembled in the 
field in accordance with the manufacturer’s instructions and 
the conditions of the listing. 

FAMILY CHILD CARE HOME. (Licensed by Oregon 
Child Care Division under ORS 657A). Includes certified fam- 
ily child care homes (located in homes licensed for 16 or fewer 
children) and registered family child care homes (located in 
homes licensed for 10 or fewer children). 

FENESTRATION. See Chapter 1 1 for definition of “Fenes- 
tration.” 

FIBER-CEMENT SIDING. A manufactured, fiber-reinforc- 
ing product made with an inorganic hydraulic or calcium sili- 
cate binder formed by chemical reaction and reinforced with 
discrete organic or inorganic nonasbestos fibers, or both. Addi- 
tives which enhance manufacturing or product performance 
are permitted. Fiber-cement siding products have either 
smooth or textured faces and are intended for exterior wall and 
related applications. 

FIREBLOCKING. Building materials or materials approved 
for use as fireblocking, installed to resist the free passage of 
flame to other areas of the building through concealed spaces. 

FIRE CODE. Shall mean the Oregon Fire Code as adopted by 
OAR 837-040-0010. 

FIREPLACE. A hearth and fire chamber or similar prepared 
place in which a fire may be made and which is built in con- 
junction with a chimney. 

Factory-built fireplace. A listed and labeled fireplace and 
chimney system composed of factory-made components, 
and assembled in the field in accordance with manufac- 
turer’s instructions and the conditions of the listing. 

Masonry chimney. A field-constructed chimney composed 
of solid masonry units, bricks, stones or concrete. 

Masonry fireplace. A field-constructed fireplace com- 
posed of solid masonry units, bricks, stones or concrete. 

FIREPLACE STOVE. A free-standing, chimney-connected 
solid-fuel-burning heater designed to be operated with the fire 
chamber doors in either the open or closed position. 

FIREPLACE THROAT. The opening between the top of the 
firebox and the smoke chamber. 

FIRE-RETARDANT-TREATED WOOD. Pressure-treated 
lumber and plywood that exhibit reduced surface burning char- 
acteristics and resist propagation of fire. 

Other means during manufacture. A process where the 
wood raw material is treated with a fire-retardant formula- 
tion while undergoing creation as a finished product. 


2-4 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



DEFINITIONS 



Pressure process. A process for treating wood using an ini- 
tial vacuum followed by the introduction of pressure above 
atmospheric. 


FIRE SEPARATION DISTANCE, The distance measured 
from the building face to one of the following: 


1 . To the closest interior/ot Une\ or 


2. To the centerline of a street, an alley or public way; or 


3. To an imaginary line between two buildings on the lot. 


The distance shall be measured at a right angle from the face 
of the wall. 

FLAME SPREAD. The propagation of flame over a surface. 


> 



FLAME SPREAD INDEX. A comparative measure, 
expressed as a dimensionless number, derived from visual 
measurements of the spread of flame versus time for a material 
tested in accordance with ASTM E 84. 

FLIGHT. A continuous run of rectangular treads or winders or 
combination thereof from one landing to another. 

FLOOR FURNACE. A self-contained furnace suspended 
from the floor of the space being heated, taking air for combus- 
tion from outside such space, and with means for lighting the 
appliance from such space. 

FLUE. A passageway within a chimney or vent through which 
gaseous products of combustion pass. 


FLUE, APPLIANCE. The passages within an appliance 
through which combustion products pass from the combustion 
chamber to the flue collar. 


FLUE COLLAR. The portion of a fuel-burning appliance 
designed for the attachment of a draft hood, vent connector or 
venting system. 


> 


FLUE GASES. Products of combustion plus excess air in 
appliance flues or heat exchangers. 

FOAM BACKER BOARD, Foam plastic used in siding appli- 
cations where the foam plastic is a component of the siding. 


FOAM PLASTIC INSULATION. A plastic that is intention- 
ally expanded by the use of a foaming agent to produce a 
reduced-density plastic containing voids consisting of open or 
closed cells distributed throughout the plastic for thermal insu- 
lating or acoustic purposes and that has a density less than 20 
pounds per cubic foot (320 kg/m^) unless it is used as interior 
trim. 


FOAM PLASTIC INTERIOR TRIM. Exposed foam plastic 
used as picture molds, chair rails, crown moldings, baseboards, 
handrails, ceiling beams, door trim and window trim and simi- 
lar decorative or protective materials used in fixed applications. 



FUEL-PIPING SYSTEM. All piping, tubing, valves and fit- 
tings used to connect fuel utilization equipment to the point of 
fuel delivery. 

FURNACE. A vented heating appliance designed or arranged 
to discharge heated air into a conditioned space or through a 
duct or ducts. 


GLAZING AREA. The interior surface area of all glazed fen- 
estration, including the area of sash, curbing or other framing 
elements, that enclose conditioned space. Includes the area of 


glazed fenestration assemblies in walls bounding conditioned 
basements. 

GRADE. The finished ground level adjoining the building at 
all exterior walls. 

GRADE FLOOR OPENING. A window or other opening 
located such that the sill height of the opening is not more than 
44 inches (1118 mm) above or below the finished ground level 
adjacent to the opening. 

GRADE PLANE. A reference plane representing the average 
of the finished ground level adjoining the building at all exte- 
rior walls. 

GROUND-SOURCE HEAT PUMP LOOP SYSTEM. Pip- 
ing buried in horizontal or vertical excavations or placed in a 
body of water for the purpose of transporting heat transfer liq- 
uid to and from a heat pump. Included in this definition are 
closed loop systems in which the liquid is recirculated and open 
loop systems in which the liquid is drawn from a well or other 
source. 

GUARD. A building component or a system of building com- 
ponents located near the open sides of elevated walking sur- 
faces that minimizes the possibility of a fall from the walking 
surface to the lower level. 

HABITABLE SPACE. A space in a building for living, sleep- 
ing, eating or cooking. Bathrooms, toilet rooms, closets, halls, 
storage or utility spaces and similar areas are not considered 
habitable spaces. 

HANDRAIL. A horizontal or sloping rail intended for grasp- 
ing by the hand for guidance or support. 

HAZARDOUS LOCATION. Any location considered to be a 
fire hazard for flammable vapors, dust, combustible fibers or 
other highly combustible substances. 

HEAT PUMP. An appliance having heating or heating/cool- 
ing capability and that uses refrigerants to extract heat from air, 
liquid or other sources. 

HEATING DEGREE DAYS (HDD). The sum, on an annual 
basis, of the difference between 65°F ( 1 8°C) and the mean tem- 
perature for each day as determined from “NOAA Annual 
Degree Days to Selected Bases Derived from the 1960-1990 
Normals” or other weather data sources acceptable to the code 
official. 

HEIGHT, BUILDING. The vertical distance from grade 
plane to the average height of the highest roof surface. 

HEIGHT, STORY. The vertical distance from top to top of 
two successive tiers of beams or finished floor surfaces; and, 
for the topmost story, from the top of the floor finish to the top 
of the ceiling joists or, where there is not a ceiling, to the top of 
the roof rafters. 

HIGH-EFFICACY LAMPS. Compact fluorescent lamps, 
T-8 or smaller diameter linear fluorescent lamps or lamps with 
a minimum efficacy of: 

1 . 60 lumens per watt for lamps over 40 watts. 

2. 50 lumens per watt for lamps over 1 5 watts to 40 watts. 

3. 40 lumens per watt for lamps 15 watts or less. 


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2011 OREGON RESIDENTIAL SPECIALTY CODE 


2-5 



DEFINITIONS 


HIGH-TEMPERATURE (H.T.) CHIMNEY. A high tem- 
perature chimney complying with the requirements of UL 103. 
A Type H.T. chimney is identifiable by the markings “Type 
H.T.” on each chimney pipe section. 

HILL. With respect to topographic wind effects, a land surface 
characterized by strong relief in any horizontal direction. 

HURRICANE-PRONE REGIONS. Areas vulnerable to 
hurricanes, defined as the U.S. Atlantic Ocean and Gulf of 
Mexico coasts where the basic wind speed is greater than 90 
miles per hour (40 m/s), and Hawaii, Puerto Rico, Guam, Vir- 
gin Islands, and America Samoa. 

HYDROGEN GENERATING APPLIANCE. A self-con- 
tained package or factory-matched packages of integrated sys- 
tems for generating gaseous hydrogen. Hydrogen generating 
appliances utilize electrolysis, reformation, chemical, or other 
processes to generate hydrogen. 

IGNITION SOURCE. A flame, spark or hot surface capable 
of igniting flammable vapors or fumes. Such sources include 
appliance burners, burner ignitions and electrical switching 
devices. 

INSULATING CONCRETE FORM (ICE). A concrete 
forming system using stay-in-place forms of rigid foam plastic 
insulation, a hybrid of cement and foam insulation, a hybrid of 
cement and wood chips, or other insulating material for con- 
structing cast-in-place concrete walls. 

INSULATING SHEATHING. An insulating board having a 
minimum thermal resistance of R-2 of the core material. 

IONIZATION SMOKE DETECTION. The principal of 
using a small amount of radioactive material to ionize the air 
leakage between two differentially charged electrodes to sense 
the presence of smoke particles. Smoke particles entering the 
ionization volume decrease the conductance of the air by 
reducing ion mobility, the reduced conductance signal is pro- 
cessed and used to convey an alarm condition when it meets 
preset criteria. 

JURISDICTION. The governmental unit that has adopted 
this code under due legislative authority. 

KITCHEN. Kitchen shall mean an area used, or designated to 
be used, for the preparation of food. 

LABEL, An identification applied on a product by the manu- 
facturer which contains the name of the manufacturer, the func- 
tion and performance characteristics of the product or material, 
and the name and identification of an approved agency and that 
indicates that the representative sample of the product or mate- 
rial has been tested and evaluated by an approved agency. (See 
also “Manufacturer’s designation” and “Mark.”) 

LABELED. Equipment, materials or products to which have 
been affixed a label, seal, symbol or other identifying mark of a 
nationally recognized testing laboratory, inspection agency or 
other organization concerned with product evaluation that 
maintains periodic inspection of the production of the 
above-labeled items and whose labeling indicates either that 
the equipment, material or product meets identified standards 
or has been tested and found suitable for a specified purpose. 


LIGHT-FRAME CONSTRUCTION. A type of construction 
whose vertical and horizontal structural elements are primarily 
formed by a system of repetitive wood or cold-formed steel 
framing members. 

LISTED. Equipment, materials, products or services included 
in a list published by an organization acceptable to the code 
official and concerned with evaluation of products or services 
that maintains periodic inspection of production of listed 
equipment or materials or periodic evaluation of services and 
whose listing states either that the equipment, material, product 
or service meets identified standards or has been tested and 
found suitable for a specified purpose. 

LIVE LOADS. Those loads produced by the use and occu- 
pancy of the building or other structure and do not include con- 
struction or environmental loads such as wind load, snow load, 
rain load, earthquake load, flood load or dead load. 

LIVING SPACE. Space within a dwelling unit utilized for liv- 
ing, sleeping, eating, cooking, bathing, washing and sanitation 
purposes. 

LODGING HOUSE. Any building or portion thereof contain- 
ing not more than five guest rooms, where rent is paid in 
money, goods, labor or otherwise. The total number of guests 
shall not exceed 16. Lodging houses include “bed and break- 
fast” and similar uses. 

LOT. A portion or parcel of land considered as a unit. 

LOT LINE. A line dividing one lot from another, or from a 
street or any public place. 

MANUFACTURED HOME. See ORS 446.003(26). 

ORS 446.003(26) is not part of this code but is reproduced here for 
the reader’s convenience: 

446.003(26) Definitions for ORS 446.003 to 446.200 and 
446.225 to 446.285 and ORS Chapters 195, 196, 197, 215 and 
227. (26)(a)(C) “Manufactured Home”: 

(i) For any purpose other than that set forth in sub-subparagraph (ii) 
of this subparagraph, “manufactured home” means a structure con- 
structed for movement on the public highways that has sleeping, 
cooking and plumbing facilities, that is intended for human occu- 
pancy, that is being used for residential purposes and that was con- 
structed in accordance with federal manufactured housing 
construction and safety standards and regulations in effect at the 
time of construction; or 

(ii) For purposes of implementing any contract pertaining to manu- 
factured homes between the department and the federal govern- 
ment, “manufactured home” has the meaning given the term in the 
contract. 

MANUFACTURER’S DESIGNATION. An identification 
applied on a product by the manufacturer indicating that a 
product or material complies with a specified standard or set of 
rules. (See also “Mark" and “Label.") 

MANUFACTURER’S INSTALLATION INSTRUC- 
TIONS. Printed instructions included with equipment as part 
of the conditions of listing and labeling. 

MARK. An identification applied on a product by the manu- 
facturer indicating the name of the manufacturer and the func- 
tion of a product or material. (See also “Manufacturer’s 
designation” and “Label.") 


2-6 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




DEFINITIONS 


MASONRY CHIMNEY. A field-constructed chimney com- 
posed of solid masonry units, bricks, stones or concrete. 

MASONRY HEATER. A masonry heater is a heating appli- 
ance constructed predominantly of concrete or solid masonry, 
hereinafter referred to as “masonry,” which is designed to 
absorb and store heat from a solid fuel fire built in the firebox 
by routing the exhaust gases through internal heat exchange 
channels in which the flow path downstream of the firebox may 
include flow in a horizontal or downward direction before 
entering the chimney and which delivers heat by radiation from 
the masonry surface of the heater. 

MASONRY, SOLID. Masonry consisting of solid masonry 
units laid contiguously with the joints between the units filled 
with mortar. 

MASONRY UNIT. Brick, tile, stone, glass block or concrete 
block conforming to the requirements specified in Section 
2103 of the Building Code. 

Clay. A building unit larger in size than a brick, composed 
of burned clay, shale, fire clay or mixtures thereof. 

Concrete. A building unit or block larger in size than 12 
inches by 4 inches by 4 inches (305 mm by 1 02 mm by 102 
mm) made of cement and suitable aggregates. 

Glass. Nonload-bearing masonry composed of glass units 
bonded by mortar. 

Hollow. A masonry unit whose net cross-sectional area in 
any plane parallel to the loadbearing surface is less than 75 
percent of its gross cross-sectional area measured in the 
same plane. 

Solid. A masonry unit whose net cross-sectional area in 
every plane parallel to the loadbearing surface is 75 percent 
or more of its cross-sectional area measured in the same 
plane. 

MASS WALL. Masonry or concrete walls having a mass 
greater than or equal to 30 pounds per square foot (146 kg/m^), 
solid wood walls having a mass greater than or equal to 20 
pounds per square foot (98 kg/m^), and any other walls having a 
heat capacity greater than or equal to 6 Btu/ff ■ °F [266 J/(m^ • 
K)]. 

MEAN ROOF HEIGHT. The average of the roof eave height 
and the height to the highest point on the roof surface, except 
that eave height shall be used for roof angle of less than or equal 
to 10 degrees (0.18 rad). 

MECHANICAL CODE. Shall mean the Oregon Mechanical 
Specialty Code as adopted by OAR 918-440-0010. 

MECHANICAL DRAFT SYSTEM. A venting system 
designed to remove flue or vent gases by mechanical means, 
that consists of an induced draft portion under nonpositive 
static pressure or a forced draft portion under positive static 
pressure. 


removal of flue or vent gases under nonpositive static vent 
pressure. 

Power venting system. A portion of a venting system using 
afan or other mechanical means to cause the removal of flue 
or vent gases under positive static vent pressure. 

MECHANICAL EXHAUST SYSTEM. A system for 
removing air from a room or space by mechanical means. 

MECHANICAL SYSTEM. A system specifically addressed 
and regulated in this code and composed of components, 
devices, appliances and equipment. 

METAL ROOF PANEL. An interlocking metal sheet having 
a minimum installed weather exposure of at least 3 square feet 
(0.28 m^) per sheet. 

METAL ROOF SHINGLE. An interlocking metal sheet hav- 
ing an installed weather exposure less than 3 square feet (0.28 
m^) per sheet. 

MEZZANINE, LOFT. An intermediate level or levels 
between the floor and ceiling of any story with an aggregate 
floor area of not more than one-third of the area of the room or 
space in which the level or levels are located. 

MODIFIED BITUMEN ROOF COVERING. One or more 
layers of polymer modified asphalt sheets. The sheet materials 
shall be fully adhered or mechanically attached to the substrate 
or held in place with an approved ballast layer. 

MULTIPLE STATION SMOKE ALARM. Two or more sin- 
gle station alarm devices that are capable of interconnection 
such that actuation of one causes all integral or separate audible 
alarms to operate. 

NATURAL DRAFT SYSTEM. A venting system designed to 
remove flue or vent gases under nonpositive static vent pres- 
sure entirely by natural draft. 

NATURALLY DURABLE WOOD. The heartwood of the 
following species with the exception that an occasional piece 
with comer sapwood is permitted if 90 percent or more of the 
width of each side on which it occurs is heartwood. 

Decay resistant. Redwood, cedar, black locust. Western I 
juniper and black walnut. ' 

Termite resistant. Alaska yellow cedar, redwood. Eastern 
red cedar. Western juniper and Western red cedar including | 
all sapwood of Western red cedar. 

NONCOMBUSTIBLE MATERIAL. Materials that pass the 
test procedure for defining noncombustibility of elementary 
materials set forth in ASTM E 1 36. 

NONCONDITIONED SPACE. A space that is not a condi- 
tioned space by insulated walls, floors or ceilings. 

NOSING. The leading edge of treads of stairs and of landings I 
at the top of stairway flights. I 


Forced-draft venting system. A portion of a venting sys- 
tem using a fan or other mechanical means to cause the 
removal of flue or vent gases under positive static pressure. 

Induced draft venting system. A portion of a venting sys- 
tem using a fan or other mechanical means to cause the 


OCCUPIED SPACE. The total area of all buildings or struc- 
tures on any lot ot parcel of ground projected on a horizontal 
plane, excluding permitted projections as al lowed by this code. 

OWNER. Any person, agent, firm or corporation having a 
legal or equitable interest in the property. 


< 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


2-7 



DEFINITIONS 


PANEL THICKNESS. Thickness of core plus two layers of 
structural wood panel facings. 

PELLET FUEL-BURNING APPLIANCE. A closed com- 
bustion, vented appliance equipped with a fuel feed mecha- 
nism for burning processed pellets of solid fuel of a specified 
size and composition. 

PELLET VENT. A vent listed and labeled for use with a listed 
pellet fuel-burning appliance. 

PERMIT. An official document or certificate issued by the 
authority ha\ing jurisdiction that authorizes performance of a 
specified activity. 

PERSON. An individual, heirs, executors, administrators or 
assigns, and also includes a firm, partnership or corporation, its 
or their successors or assigns, or the agent of any of the afore- 
said. 


PHOTOELECTRIC LIGHT OBSCURATION SMOKE 
DETECTION. The principle of utilizing a light source and a 
photosensitive sensor onto which the principle portion of the 
source emissions is focused. When smoke particles enter the 
light path, some of the light is scattered and some is absorbed, 
thereby reducing the light reaching the reducing sensor. The 
light reduction signal is processed and used to convey an alarm 
condition when it meets preset criteria. 

PHOTOELECTRIC LIGHT-SCATTERING SMOKE 
DETECTION. The principle of utilizing a light source and a 
photosensitive sensor arranged in a manner so that the rays 
from the light source do not normally fall on the photosensitive 
sensor. When smoke particles enter the light path, some of the 
light is scattered by reflection and refraction onto the sensor. 
The light signal is processed and used to convey an alarm con- 
dition when it meets preset criteria. 

PLATFORM CONSTRUCTION. A method of construction 
by which floor framing bears on load bearing walls that are not 
continuous through the story levels or floor framing. 


PLENUM. A chamber that forms part of an air-circulation sys- 
tem other than the occupied space being conditioned. 

PLUMBING CODE. Shall mean the Oregon Plumbing Spe- 
cialty Code as adopted by OAR 918-750-0110. 

PORTABLE-FUEL-CELL APPLIANCE. A fuel cell gener- 
ator of electricity, which is not fixed in place. A porta- 
ble-fuel-cell appliance utilizes a cord and plug connection to a 
grid-isolated load and has an integral fuel supply. 


POSITIVE ROOF DRAINAGE. The drainage condition in 
which consideration has been made for all loading deflections 
of the roof deck, and additional slope has been provided to 
ensure drainage of the roof within 48 hours of precipitation. 

PRECAST CONCRETE. A structural concrete element cast 
elsewhere than its final position in the structure. 

PRECAST CONCRETE FOUNDATION WALLS. 

Preengineered, precast concrete wall panels that are designed 
to withstand specified stresses and used to build below-gracfe 
foundations. 

PUBLIC WAY. Any street, alley or other parcel of land open to 
the outside air leading to a public street, which has been 
deeded, dedicated or otherwise permanently appropriated to 


the public for public use and that has a clear width and height of 
not less than 10 feet (3048 mm). 


PURGE. To clear of air, gas or other foreign substances. 

R- VALUE, THERMAL RESISTANCE. The inverse of the 
time rate of heat flow through a building thermal envelope ele- 
ment from one of its bounding surfaces to the other for a unit 
temperature difference between the two surfaces, under steady 
state conditions, per unit area (h • ft^ • °F/Btu). 


RAMP. A walking surface that has a running slope steeper than 
1 unit vertical in 20 units horizontal (5-percent slope). 

REFRIGERANT. A substance used to produce refrigeration 
by its expansion or evaporation. 

REFRIGERANT COMPRESSOR. A specific machine, 
with or without accessories, for compressing a given refriger- 
ant vapor. 

REFRIGERATING SYSTEM. A combination of intercon- 
nected parts forming a closed circuit in which refrigerant is cir- 
culated for the purpose of extracting, then rejecting, heat. A 
direct refrigerating system is one in which the evaporator or 
condenser of the refrigerating system is in direct contact with 
the air or other substances to be cooled or heated. An indirect 
refrigerating system is one in which a secondary coolant 
cooled or heated by the refrigerating system is circulated to the 
air or other substance to be cooled or heated. 


REGISTERED DESIGN PROFESSIONAL. An individual 
who is registered or licensed to practice their respective design 
profession as defined by the statutory requirements of the pro- 
fessional registration laws of the state or jurisdiction in which 
the project is to be constructed. 


RELIEF VALVE (DEVICE). A safety valve designed to fore- 
stall the development of dangerous condition by relieving 
either pressure, temperature or vacuum in the hot water supply 
system. 


RELIEF VALVE, PRESSURE. An automatic valve that 
opens and closes a relief vent, depending on whether the pres- 
sure is above or below a predetermined value. 


RELIEF VALVE, TEMPERATURE. Reseating or self-clos- 
ing type. An automatic valve which opens and closes a relief 
vent, depending on whether the temperature is above or below 
a predetermined value. 


Reset or self-closing type. An automatic valve that opens 
and closes a relief vent, depending on whether the tempera- 
ture is above or below a predetermined value. 


Manual reset type. A valve that automatically opens a 
relief vent at a predetermined temperature and which must 
be manually returned to the closed position. 


RELIEF VALVE, VACUUM. A valve that automatically 
opens and closes a vent for relieving a vacuum within the hot 
water supply system, depending on whether the vacuum is 
above or below a predetermined value. 


REPAIR. The reconstruction or renewal of any part of an exist- 
ing building for the purpose of its maintenance. 


REROOFING. The process of recovering or replacing an 
existing roof covering. See “Roof recover.” 


2-8 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



DEFINITIONS 


RESIDENTIAL AIRCRAFT HANGAR, An accessory 
building less than 2,000 square feet (186 m^) and 20 feet (6096 
mm) in building height constructed on a one- or two-family 
property where aircraft is stored. Such use will be considered 
as a residential accessory use incidental to the dwelling. 


RETURN AIR. Air removed from an approved conditioned 
space or location and recirculated or exhausted. 

RIDGE. With respect to topographic wind effects, an elon- 
gated crest of a hill characterized by strong relief in two direc- 
tions. 

ROOF ASSEMBLY. A system designed to provide weather 
protection and resistance to design loads. The system consists 
of a roof covering and roof deck or a single component serving 
as both the roof covering and the roof deck. A roof assembly 
includes the roof deck, vapor retarder, substrate or thermal bar- 
rier, insulation, vapor retarder, and roof covering. 


ROOF COVERING. The covering applied to the roof deck 
for weather resistance, fire classification or appearance. 


ROOF COVERING SYSTEM. See “Roof assembly.” 


ROOF DECK. The flat or sloped surface not including its sup- 
porting members or vertical supports. 


ROOF RECOVER. The process of installing an additional 
roof covering over a prepared existing roof covering without 
removing the existing roof covering. 


ROOF REPAIR. Reconstruction or renewal of any part of an 
existing roof for the purposes of its maintenance. 


ROOFTOP STRUCTURE. An enclosed structure on or 
above the roof of any part of a building. 


ROOM, HEATER. A freestanding heating appliance installed 
in the space being heated and not connected to ducts. 

RUNNING BOND. The placement of masonry units such that 
head joints in successive courses are horizontally offset at least 
one-quarter the unit length. 

SCUPPER. An opening in a wall or parapet that allows water 
to drain from a roof. 


SEISMIC DESIGN CATEGORY (SDC). A classification 
assigned to a structure based on its occupancy category and the 
severity of the design earthquake ground motion at the site. For 
the purposes of this code, SDC classification shall be in accor- 
dance with Table R301. 2,2.1. 1. 

SHAFT. An enclosed space extending through one or more 
stories of a building, connecting vertical openings in succes- 
sive floors, or floors and roof. 

SHAFT ENCLOSURE. The walls or construction forming 
the boundaries of a shaft. 



SHALL. The term, when used in the code, is construed as man- 
datory. 

SHEAR WALL. A wall designed to resist lateral forces paral- 
lel to the plane of the wall. 


SINGLE PLY MEMBRANE. A roofing membrane that is 
field applied using one layer of membrane material (either 
homogeneous or composite) rather than multiple layers. 

SINGLE STATION SMOKE ALARM. An assembly incor- 
porating the detector, control equipment and alarm sounding 
device in one unit that is operated from a power supply either in 
the unit or obtained at the point of installation. 

SKYLIGHT AND SLOPED GLAZING. See Section 
R308.6.1. 


SKYLIGHT, UNIT. See Section R308.6. 1 . ^ 

SMOKE-DEVELOPED INDEX. A comparative measure, 
expressed as a dimensionless number, derived from measure- 
ments of smoke obscuration versus time for a material tested in 
accordance with ASTM E 84. ^ 

SOLAR HEAT GAIN COEFFICIENT (SHGC). The solar 
heat gain through a fenestration or glazing assembly relative to 
the incident solar radiation (Btu/h • ffi • °F). 

SOLID MASONRY. A masonry units whose net cross-sec- 
tional area in every plane parallel to the load-bearing surface is 
75 percent or more of its gross cross-sectional area measured in 
the same plane. < 


SPLINE. A strip of wood structural panel cut from the same 
material used for the panel facings, used to connect two struc- 
tural insulated panels. The strip (spline) fits into a groove cut 
into the vertical edges of the two structural insulated panels to 
be joined. Splines are used behind each facing of the structural 
insulated panels being connected as shown in Figure R613.8. 

STACK BOND. The placement of masonry units in a bond 
pattern is such that head joints in successive courses are verti- 
cally aligned. For the purpose of this code, requirements for 
stack bond shall apply to all masonry laid in other than running 
bond. 

STAIR. A change in elevation, consisting of one or more risers. 

STAIRWAY. One or more flights of stairs, either interior or 
exterior, with the necessary landings and platforms connecting 
them to form a continuous and uninterrupted passage from one 
level to another within or attached to a building, porch or deck. 

STANDARD TRUSS. Any construction that does not permit 
the roof/ceiling insulation to achieve the required R-value over 
the exterior walls. 


STATIONARY FUEL CELL POWER PLANT. A self-con- 
tained package or factory-matched packages which constitute 
an automatically-operated assembly of integrated systems for 
generating useful electrical energy and recoverable thermal 
energy that is permanently connected and fixed in place. 

STORY. That portion of a building included between the upper 
surface of any floor and the upper surface of the floor next 
above, except that the topmost story shall be that portion of the 
building included between the upper surface of the top-most 
floor and the ceiling or roof above. If the finished floor level 
directly above a usable or unused underfloor space is more than 
6 feet (1829 mm) above grade, as defined herein, for more than 
50 percent of the total perimeter or is more than 12 feet (3658 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


2-9 



DEFINITIONS 


mm) above grade, as defined herein, at any point, such usable 
or unusable underfloor space shall be considered as a story. 

STRUCTURAL INSULATED PANEL (SIP). A structural 
sandwich panel that consists of a light-weight foam plastic core 
securely laminated between two thin, rigid wood structural 
panel facings. 

STRUCTURALLY DEPENDENT BUILDING. A building 
in which individual dwelling units are designed to rely on adja- 
cent units for structural support of vertical or lateral loads. 

STRUCTURALLY INDEPENDENT BUILDING. A build- 
ing where individual dwelling units meet the requirements of 
Section R302.2.5 and are designed to have independent verti- 
cal and lateral load resisting systems capable of resisting all 
applied directional loads. 

STRUCTURE. That which is built or constructed. 

SUBSOIL DRAIN. A drain that collects subsurface water or 
seepage water and conveys such water to a place of disposal. 

SUNROOM. A one-story structure attached to a dwelling with 
a glazing area in excess of 40 percent of the gross area of the 
structure’s exterior walls and roof. 

SUPPLY AIR. Air delivered to a conditioned space through 
ducts or plenums from the heat exchanger of a heating, cooling 
or ventilating system. 

SUPPORTS. Devices for supporting, hanging and securing 
pipes, fixtures and equipment. 

TERMITE-RESISTANT MATERIAL. Pressure-preserva- 
tive treated wood in accordance with the AWPA standards in 
Section R318.1, naturally durable termite-resistant wood, 
steel, concrete, masonry or other approved material. 

THERMAL ISOLATION. A separation of conditioned 
spaces, between a sunroom addition and a dwelling unit, con- 
sisting of existing or new wall(s), doors, and/or windows. 

THERMAL RESISTANCE, R- VALUE. See Chapter 1 1 for 
definition of “Thermal resistance (R).’’ 

THERMAL TRANSMITTANCE, U-FACTOR. The coeffi- 
cient of heat transmission (air to air) through a building enve- 
lope component or assembly, equal to the time rate of heat flow 
per unit area and unit temperature difference between the warm 
side and cold side air films (Btu/h • ff • °F). 

TOWNHOUSE. A single-family dwelling unit constructed in 
a group of three or more attached units in which each unit 
extends from foundation to roof and with a yard or public way 
on at least two sides. 

TRIM. Picture molds, chair rails, baseboards, handrails, door 
and window frames, and similar decorative or protective mate- 
rials used in fixed applications. 

TRUSS DESIGN DRAWING. The graphic depiction of an 
individual truss, which describes the design and physical char- 
acteristics of the truss. 

TYPE L VENT. A listed and labeled vent conforming to UL 
641 for venting oil-burning appliances listed for use with Type 
L vents or with gas appliances listed for use with Type B vents. 


U-FACTOR, THERMAL TRANSMITTANCE. See Chap- 
ter 1 1 for definition of “Thermal transmittance.” 

UNDERLAYMENT. One or more layers of felt, sheathing 
paper, nonbituminous saturated felt, or other approved mate- 
rial over which a steep-slope roof covering is applied. 

VAPOR PERMEABLE MEMBRANE. A material or covering 
having a permeance rating of 5 perms (2.9 ■ 10''° kg/Pa • s • m^) or 
greater, when tested in accordance with the desiccant method 
using Procedure A of ASTM E 96. A vapor permeable material 
permits the passage of moisture vapor. 

VAPOR RETARDER. A vapor resistant material, membrane 
or covering such as foil, plastic sheeting, or insulation facing 
having a permeance rating of 1 perm (5.7-10 "kg/Pa • s • m^)or 
less, when tested in accordance with the dessicant method 
using Procedure A of ASTM E 96. Vapor retarders limit the 
amount of moisture vapor that passes through a material. 

VAPOR RETARDER CLASS. A measure of the ability of a 
material or assembly to limit the amount of moisture that 
passes through that material or assembly. Vapor retarder class 
shall be defined using the desiccant method with Procedure A 
of ASTM E 96 as follows: 

Class I: 0. 1 perm or less 

Class II: 0.1 < perm <1.0 perm 

Class III: 1.0 < perm < 10 perm 

VEHICULAR ACCESS DOOR. A door that is used primar- 
ily for vehicular traffic at entrances of buildings such as 
garages and parking lots, and that is not generally used for 
pedestrian traffic. 

VENT. A passageway for conveying flue gases from fuel-fired 
appliances, or their vent connectors, to the outside atmosphere. 

VENT COLLAR. See “Flue collar.” 

VENT CONNECTOR. That portion of a venting . system 
which connects the flue collar or draft hood of an appliance to a 
vent. 

VENT DAMPER DEVICE, AUTOMATIC. A device 
intended for installation in the venting system, in the outlet of 
an individual, automatically operated fuel burning appliance 
and that is designed to open the venting system automatically 
when the appliance is in operation and to close off the venting 
system automatically when the appliance is in a standby or 
shutdown condition. 

VENT GASES. Products of combustion from fuel-burning 
appliances, plus excess air and dilution air, in the venting sys- 
tem above the draft hood or draft regulator. 

VENTILATION. The natural or mechanical process of sup- 
plying conditioned or unconditioned air to, or removing such 
air from, any space. 

VENTING. Removal of combustion products to the outdoors. 

VENTING SYSTEM. A continuous open passageway from 
the flue collar of an appliance to the outside atmosphere for the 
purpose of removing flue or vent gases. A venting system is 
usually composed of a vent or a chimney and vent connector, if 
used, assembled to form the open passageway. 


2-10 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



DEFINITIONS 


VERTICAL PIPE. Any pipe or fitting that makes an angle of 
45 degrees (0.79 rad) or more with the horizontal. 

VINYL SIDING. A shaped material, made principally from 
rigid polyvinyl chloride (PVC), that is used to cover exterior 
walls of buildings. 

WALL, RETAINING. A wall not laterally supported at the 
top, that resists lateral soil load and other imposed loads. 

WALLS. Walls shall be defined as follows: 

Load-bearing wall is a wall supporting any vertical load in 
addition to its own weight. 

Nonbearing wall is a wall which does not support vertical 
loads other than its own weight. 

WATER-RESISTIVE BARRIER. A material behind an exte- 
rior wall covering that is intended to resist liquid water that has 
penetrated behind the exterior covering from further intruding 
into the exterior wall assembly. 

WIND-BORNE DEBRIS REGION. Areas within hurri- 
cane-prone regions within one mile of the coastal mean high 
water line where the basic wind speed is 1 10 miles per hour (49 
m/s) or greater; or where the basic wind speed is equal to or 
greater than 120 miles per hour (54 m/s); or Hawaii. 

WINDER. A tread with nonparallel edges. 

WOOD/PLASTIC COMPOSITE. A composite material 
made primarily from wood or cellulose-based materials and 
plastic. 

WOOD STRUCTURAL PANEL. A panel manufactured 
from veneers, wood strands or wafers, or combination of 
veneer and wood strands or wafers bonded together with water- 
proof synthetic resins or other suitable bonding systems. 
Examples of wood structural panels are: 

Composite panels. A wood structural panel that is com- 
prised of wood veener and reconstituted wood-based mate- 
rial and bonded together with waterproof adhesive; 

Oriented strand board (OSB). A mat-formed wood struc- 
tural panel comprised of thin rectangular wood strands 
arranged in cross-aligned layers with surface layers nor- 
mally arranged in the long panel direction and bonded with 
waterproof adhesive; or 

Plywood. A wood structural panel comprised of piles of 
wood veneer arranged in cross-aligned layers. The piles are 
bonded with waterproof adhesive that cures on application 
of heat and pressure. 

YARD. An open space, other than a court, unobstructed from 
the ground to the sky, except where specifically provided by 
this code, on the lot on which a building is situated. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


2-11 



2-12 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



Part lU— Building Planning and Construction 


CHAPTER 3 

BUILDING PLANNING 


SECTION R301 
DESIGN CRITERIA 

R301.1 Application. Buildings and structures, and all parts 
thereof, shall be constructed to safely support all loads, includ- 
ing dead loads, live loads, roof loads, flood loads, snow loads, 
wind loads and seismic loads as prescribed by this code. The 
construction of buildings and structures in accordance with the 
provisions of this code shall result in a system that provides a 
complete load path that meets all requirements for the transfer 
of all loads from their point of origin through the load-resisting 
elements to the foundation. Buildings and structures con- 
structed as prescribed by this code are deemed to comply with 
the requirements of this section. 

R301.1.1 Alternative provisions. As an alternative to the 
requirements in Section R301.1 the following standards are 
permitted subject to the limitations of this code and the limi- 
tations therein. Where engineered design is used in conjunc- 
tion with these standards, the design shall comply with the 
Building Code. 

1. American Forest and Paper Association (AF&PA) 
Wood Frame Construction Manual (WFCM). 

2. American Iron and Steel Institute (AISI) Standard for 
Cold-Formed Steel Framing — Prescriptive Method 
for One- and Two-Family Dwellings (AISI S230). 

3 . ICC-400 Standard on the Design and Construction of 
Log Structures. 

R301.1.2 Construction systems. The requirements of this 
code are based on platform and balloon-frame constraction for 
light-frame buildings. The requirements for concrete and 
masonry buildings are based on a balloon framing system. 
Other framing systems must have equivalent detailing to 
ensure force transfer, continuity and compatible deformations. 

R301.1.3 Engineered design. When a building of otherwise 
conventional construction contains structural elements 
exceeding the limits of Section R301 or otherwise not con- 
forming to this code, these elements shall be designed in accor- 
dance with accepted engineering practice. The extent of such 
design need only demonstrate compliance of nonconventional 
elements with other applicable provisions and shall be compat- 
ible with the performance of the conventional framed system. 
Engineered design in accordance with the Building Code is 
permitted for all buildings and structures, and parts thereof, 
included in the scope of this code. 

R301.2 Climatic and geographic design criteria. Buildings 
shall be constructed in accordance with the provisions of this 
code as limited by the provisions of this section. Additional cri- 
I teria shall be established as set forth in Table R301.2(l). 

R301.2.1 Wind limitations. Buildings and portions thereof 
shall be limited by wind speed, as defined in Table R30 1 .2( 1 ) 
and construction methods in accordance with this code. Basic 


wind speeds shall be determined from Figure R301.2(4). 
Where different construction methods and structural materi- 
als are used for various portions of a building, the applicable 
requirements of this section for each portion shall apply. < 

R301.2.1.1 Design criteria. In regions where the basic 
wind speeds from Figure R301.2(4) equal or exceed 100 
miles per hour (45 m/s) in hurricane-prone regions, or 1 10 
miles per hour (49 m/s) elsewhere, the design of buildings 
shall be in accordance with one of the following methods. 

The elements of design not addressed by those documents 
in Items 1 through 4 shall be in accordance with this code. 

1 . American Forest and Paper Association (AF&PA) 
Wood Frame Construction Manual for One- and 
Two-Family Dwellings (WFCM); or 

2. International Code Council (ICC) Standard for 
Residential Construction in High Wind Regions 
(ICC-600); or 

3. Minimum Design Loads for Buildings and Other 
Structures (ASCE-7); or 

4. American Iron and Steel Institute (AISI), Stan- 
dard for Cold-Formed Steel Framing — Prescrip- 
tive Method For One- and Two-Family Dwellings 
(AISI S230). 

5. Concrete construction shall be designed in accor- 
dance with the provisions of this code. 

6. Structural insulated panel (SIP) walls shall be 
designed in accordance with the provisions of this 
code. 

R301.2.1.2 Protection of openings. Windows in build- 
ings located in windbome debris regions shall have 
glazed openings protected from windborne debris. 
Glazed opening protection for windbome debris shall 
meet the requirements of the Large Missile Test of 
ASTM E 1996 and ASTM E 1886 referenced therein. 
Garage door glazed opening protection for windbome 
debris shall meet the requirements of an approved impact 
resisting standard or ANSI/DASMA 1 15. 

Exception: Wood structural panels with a minimum 
thickness of V|6 inch (1 1 mm) and a maximum span of 8 
feet (2438 mm) shall be permitted for opening protec- 
tion in one- and two-story buildings. Panels shall be pre- 
cut and attached to the framing surrounding the opening 
containing the product with the glazed opening. Panels 
shall be predrilled as required for the anchorage method 
and shall be secured with the attachment hardware pro- 
vided. Attachments shall be designed to resist the com- 
ponent and cladding loads determined in accordance < 
with ASCE 7, with the permanent corrosion- resistant 
attachment hardware provided and anchors perma- 
nently installed on the building. K 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-1 



BUILDING PLANNING 


TABLE R301.2(1) 

CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA' "' 


COUNTIES 

ROOF SNOW 
LOAD" 

25 lb per sq ft 
below elevation 
shown 

WIND 

PRESSURE"'" 

(lb per sq ft) 

SEISMIC 

DESIGN 

CATEGORY" 

CONCRETE SUBJECT TO 
DAMAGE FROM 

SUBJECT TO DAMAGE FROM 

Weathering" 

Frost depth 

Termites 

Decay 

Baker 

3.200 

15 

c 

Severe 

24 

Moderate 

Slight 

Benton 

400 

18 

D| 

Moderate 

12 

Moderate 

Moderate 

Clackamas 

500 

18 '' 

D, 

Moderate 

12 

Moderate 

Moderate 

Clatsop 

400 

23' 

Dj 

Moderate 

12 

Moderate 

Moderate 

Columbia 

400 

18 

D, 

Moderate 

12 

Moderate 

Moderate 

Coos 

400 

18' 

Di 

Moderate 

12 

Moderate 

Moderate 

Crook 

4,100 

15 

C 

Severe 

18 

Moderate 

Slight 

Curry 

400 

23' 

Dj 

Moderate 

12 

Moderate 

Moderate 

Deschutes 

4,000 

15 

C 

Severe 

18 

Moderate 

Slight 

Douglas 

1,500 

18' 

D," 

Moderate 

18' 

Moderate 

Moderate 

Gilliam 

3,000 


C 

Severe 

24 

Moderate 

Moderate 

S.45.5°N 


15 






N.45.5°N 


18 






Grant 

4.100 

15 

c 

Severe 

24 

Moderate 

Slight 

Harney 

4,100 

15 

c 

Severe 

24 

Moderate 

Moderate 

Hood River 

Note g 

18" 

Di 

Severe 

24 

Moderate 

Moderate 

S.45.5°N 


15 






N.45.5°N 


23 






Jackson 

2.000 

18 

Di 

Moderate 

18' 

Moderate 

Slight 

Jefferson 

4,100 

15 

c 

Severe 

18 

Moderate 

Moderate 

Josephine 

4,100 

18 

D, 

Moderate 

18' 

Moderate 

Moderate 

Klamath 

4,000 

18 

D| 

Severe 

24 

Moderate 

Moderate 

Lake 

4,200 

15 

D, 

Severe 

24 

Moderate 

Slight 

Lane 

500 

18' 

D| 

Moderate 

12 

Moderate 

Moderate 

Lincoln 

400 

23^ 

D, 

Moderate 

12 

Moderate 

Moderate 

Linn 

700 

18 

D| 

Moderate 

12 

Moderate 

Moderate 

Malheur 

3,400 

15 

c 

Severe 

24 

Moderate 

Slight 

Marion 

500 

18 

D, 

Moderate 

12 

Moderate 

Moderate 

Morrow 

3,000 


c 

Severe 

24 

Moderate 

Slight 

S.45.5°N 


15 






N.45.5° 


18 






Multnomah 

500 

18" 

D| 

Moderate 

18 

Moderate 

Moderate 

Polk 

400 

18 

D] 

Moderate 

12 

Moderate 

Moderate 

Sherman 

2,000 


c 

Severe 

24 

Moderate 

Slight 

S.45.5°N 


15 






N.45.5°N 


18 






Tillamook 

400 

23^ 


Moderate 

12 

Moderate 

Moderate 

Umatilla 

3,000 


c 

Severe 

24 

Moderate 

Slight 

S.45.5°N 


15 






N.45.5°NJ 


18 






Union 

3,000 

15 

c 

Severe 

24 

Moderate 

Slight 

Wallowa 

3,000 

15 

c 

Severe 

24 

Moderate 

Slight 

Wasco 

2,000 


c 

Severe 

24 

Moderate 

Slight 

S.45.5'’N 


15 






N.45.5°N 


18 






Washington 

400 

18 

D, 

Moderate 

12 

Moderate 

Moderate 

Wheeler 

4,100 

15 

C 

Severe 

24 

Moderate 

Slight 

Yamhill 

400 

18 

^ 

Moderate 

12 

Moderate 

Moderate 


For SI: 1 inch = 25.4 mm, 1 foot = 304,8 mm, 1 square foot = 0.0929 rrf, 1 pound per square foot = 0.0479 kN/m^. 

a. For locations with elevation higher than the listed values or for a possible reduction in minimum design roof snow load from 25 psf to 20 psf, refer to the Snow Load 
Analysis for Oregon (including the ground snow load maps) published by the Structurai Engineers Association of Oregon, December 2007. 

b. The values in this column were calculated using Exposure C. 

c. Wind design loads are determined from Figure R301 .2(4). 

d. See Seismic Risk Map in Figure R30l.2(2). 

e. A severe classification is where weather conditions result in significant snowfall combined with extended periods during which there is little or not natural thawing 
causing de-icing salts to be used extensively. 

f. All areas with full exposure to ocean winds shall be constructed to 28 pounds per square foot requirements. 

g. For elevations below 500 feet, the snow load is 50 pounds per square foot. Above 500 feet, see Footnote a. 

h. Areas in Multnomah and Hood River Counties with full exposure to Columbia River Gorge winds shall be designed to 28 pounds per square foot. 

i. The frost depth below 2,500 feet in Jackson and Josephine Counties is 12 inches. 

j. Umatilla County north of 45,5° and east of 1 18.5° is at 25 pounds per square foot, 

k. That portion of Douglas and Lane Counties which lies westerly of Range 10 \\fest of the Willamette Meridian shall be designated as seismic design category. 

l. See Sections R301 .2.4 and R322 for establishment of flood hazard design criteria. 

m. See Section R324 for establishment of wildfire hazard design criteria. 


3-2 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




BUILDING PLANNING 


TABLE R301. 2(2) 

DESIGN WIND LOADS (pounds per square foot) 


EXPOSURE 

CLASSIFICATION'’ 

BASIC WIND 
SPEED” 

BUILDING HEIGHr ' 

One Storv 

Two Storv 

Three Story 

Walls 

Roof Uplift" 

Walls 

Roof Uplift" 

Walls 

Roof Uplift" 

A/B 

100 

NA” 

NA' 

NA' 

NA 

NA” 

NA' 

no 

NA” 

NA' 

NA' 

NA 

NA' 

20 

C 

85 

NA” 

NA 

NA' 

NA 

NA' 

NA 


NA” 


NA' 

22 

NA' 

25 

no 

NA' 

26 

NA' 

28 

NA' 

31 

D 

85 

NA' 

20 

NA' 

22 

NA' 

24 

100 

NA' 

27 

NA' 

28 

NA' 

31 

no 

32 

37 

36 

40 

39 

43 


For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.88 fe, 1 mile per hour = 0.44 m/s. 

a. Basic wind speed is based on 3-second gust wind speeds in miles per hour at 33 feet above ground. 

b. Exposure classification to be determined using Section R301 .2. 1 .4. 

c. Building heights used to determine design wind loads are: One story = 20 feet, TIvo story = 30 feet and Three story = 50 feet. 

d. Uplift loads act normal to the roof or overhang. 

e. NA = No design is required in accordance with Sections R602.3 and R802.1 1. 

f. Buildings over 50 feet in height, or with unusual construction or geometric shapes, with overhanging eave. projectionsgreaterthan24inches, or located in special 
wind regions or localities, shall be designed in accordance with the provisions in the Building Code. 



DESIGN TEMPERATURES IN THIS AREA MUST BE BASED ON 
ANALYSIS OF LOCAL CLIMATE AND TOPOGRAPHY 


For SI: °C = [(°F)-32]/1.8. 


FIGURE R301.2(1) 

ISOLINES OF THE 97 V 2 PERCENT WINTER (DECEMBER, JANUARY AND FEBRUARY) DESIGN TEMPERATURES (°F) 

(Not adopted by the State of Oregon) 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-3 






BUILDING PLANNING 



Seismic Design Category Dj 
I I Seismic Design Category D, 
I I Seismic Design Category C 


The boundary of Seismic Design Category Dj in Douglas and Lane Counties is that land which lies westerly of Range 10 west of the 
Willamette Meridian. 


FIGURE R301.2(2) 

OREGON SEISMIC DESIGN CATEGORIES— SITE CLASS D 


3-4 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





Wmm NEGLIGIBLE 


a. Alaska and Hawaii are classified as severe and negligible, respectively. 

b. Lines defining areas are approximate only. Local conditions may be more or less severe than indicated by region classification. A severe classification is where weather conditions result in significant snowfall 
combined with extended periods during which there is little or no natural thawing causing deicing salts to be used extensively. 

FIGURE R301.2(3) 

u WEATHERING PROBABILITY MAP FOR CONCRETE 

ui 


BUILDING PLANNING 





BUILDING PLANNING 



a. All areas with full exposure to ocean winds shall be designed 105 mph areas. 

b. Values are nominal design 3-second gust wind speeds in miles per hour at 33 feet above ground for Exposure C category. 


B 105 mph 
I I 95 mph 
I I 85 mph 


For SI: 1 mile per hour = 0.44 m/s 

FIGURE R301.2{4)® '’ 

OREGON BASIC WIND SPEEDS FOR 50-YEAR MEAN RECURRENCE INTERVAL 



3-6 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


BUILDING PLANNING 



For SI: 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, I mile = 1.61 km. 

a. In CS areas, site-specific Case Studies are required to establish ground snow loads. Extreme local varia- 
tions in ground snow loads in these areas preclude mapping at this scale. 

b. Numbers in parentheses represent the upper elevation limits in feet for the ground snow load values pre- 
sented below. Site-specific case studies are required to establish ground snow loads at elevations not 
covered. 


J I I L 


100 


200 


300 miles 


FIGURE R301.2(5) 

GROUND SNOW LOADS, Pg, FOR THE UNITED STATES (Ib/ft^) 
(Not adopted by the State of Oregon) 


(continued) 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-7 




BUILDING PLANNING 


For SI: 

II 



1 foot = 304.8 mm, I pound per square foot = 0.0479 kPa. 


FIGURE R301.2(5) 

GROUND SNOW LOADS, Pg, FOR THE UNITED STATES (Ib/ft^) 
(Not adopted by the State of Oregon) 


3-8 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 



R301.2.1.3 Wind speed conversion. When referenced 
documents are based on fastest mile wind speeds, the 
three-second gust basic wind speeds, of Figure 
R301 .2(4) shall be converted to fastest mile wind speeds, 
Vj^, using Table R301.2.1.3. 

R301.2,1.4 Exposure category. For each wind direction 
considered, an exposure category that adequately 
reflects the characteristics of ground surface irregulari- 
ties shall be determined for the site at which the building 
or structure is to be constructed. For a site located in the 
transition zone between categories, the category result- 
ing in the largest wind forces shall apply. Account shall 
be taken of variations in ground surface roughness that 
arise from natural topography and vegetation as well as 
from constructed features. For any given wind direction, 
the exposure in which a specific building or other struc- 
ture is sited shall be assessed as being one of the follow- 
ing categories: 

1 . Exposure A. Large city centers with at least 50 per- 
cent of the buildings having a height in excess of 
70 feet (21336 mm). Use of this exposure category 
shall be limited to those areas for which terrain 
representative of Exposure A prevails in the 
upwind direction for a distance of at least 0.5 mile 
(0.8 km) or 10 times the height of the building or 
other structure, whichever is greater. Possible 
channeling effects or increased velocity pressures 
due to the building or structure being located in the 
wake of adjacent buildings shall be taken into 
account. 

2. Exposure B. Urban and suburban areas, wooded 
areas, or other terrain with numerous closely 
spaced obstructions having the size of single-fam- 
ily dwellings or larger. Exposure B shall be 
assumed unless the site meets the definition of 
another type exposure. 

3. Exposure C. Open terrain with scattered obstruc- 
tions, including surface undulations or other irreg- 
ularities, having heights generally less than 30 feet 
(9144 mm) extending more than 1,500 feet (457 
m) from the building site in any quadrant. This 
exposure shall also apply to any building located 
within Exposure B type terrain where the building 
is directly adjacent to open areas of Exposure C 
type terrain in any quadrant for a distance of more 
than 600 feet (183 m). This category includes flat 
open country, grasslands and shorelines in hurri- 
cane prone regions. 

4. Exposure D. Flat, unobstructed areas exposed to 
wind flowing over open water (excluding shore- 


lines in hurricane prone regions) for a distance 
of at least 1 mile (1.61 km). Shorelines in Expo- 
sure D include inland waterways, the Great 
Lakes, and coastal areas of California, Oregon, 
Washington and Alaska. This exposure shall 
apply only to those buildings and other struc- 
tures exposed to the wind coming from over the 
water. Exposure D extends inland from the 
shoreline a distance of 1500 feet (457 m) or 10 
times the height of the building or structure, 
whichever is greater. ^ 

R301.2.2 Seismic provisions. The seismic provisions of 
this code shall apply to buildings constructed in Seismic 
Design Categories C, D, and Dj, as determined in accor- 
dance with this section. 

Exception: Detached one- and two-family dwellings 
located in Seismic Design Category C are exempt from 
the seismic requirements of this code. 

R301.2.2.1 Determination of seismic design category. 

Buildings shall be assigned a seismic design category in 
accordance with Table R301.2(l). | | 

R301.2.2.1.1 Alternate determination of seismic 
design category. The Seismic Design Categories 
and corresponding Short Period Design Spectral 
Response Accelerations, S[,s shown in Figure 
R30 1 .2(2) are based on soil Site Class D, as defined 
in Section 1613.5.2 of the Building Code. If soil 
conditions are other than Site Class D, the Short 
Period Design Spectral Response Accelerations, 

Sps, for a site can be determined according to Sec- 
tion 1613.5 of the Building Code. The value of 
determined according to Section 1613.5 of the 
Building Code is permitted to be used to set the seis- 
mic design category according to Table < 
R301.2.2.1.1. 


TABLE R301. 2.2.1. 1 

SEISMIC DESIGN CATEGORY DETERMINATION 


CALCULATED S^s 

SEISMIC DESIGN 
CATEGORY 

■^z)i-0.17g 

A 

0.17g<5o5<0.33g 

B 

0.33g < Sds S 0.50g 

C 

0.50g<Sos<0.83g 

D, 

0.83g<Si,5<1.17g 

D2 

1.17g<So, 

E 




TABLE R301.2.1.3 

EQUIVALENT BASIC WIND SPEEDS^ 


3-second gust, Vj, 

85 

90 

100 

105 

110 

120 

125 

130 

140 

145 

150 

160 

170 

Fastest mile, Vf„, 

71 

76 

85 

90 

95 

104 

109 

114 

123 

128 

133 

142 

152 


For SI: 1 mile per hour = 0.447 m/s. 
a. Linear interpolation is permitted. 



2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-9 





BUILDING PLANNING 


R301.2.2.1.2 Alternative determination of Seismic 
Design Category E. Buildings located in Seismic 
Design Category E in accordance with Figure 
R30 1.2(2) are permitted to be reclassified as being in 
Seismic Design Category Dj provided one of the fol- 
lowing is done: 

1. A more detailed evaluation of the seismic design 
category is made in accordance with the provisions 
and maps of the Building Code. Buildings located 
in Seismic Design Category E per Table 
R30 1.2.2. 1.1, but located in Seismic Design Cate- 
gory D per the Building Code, may be designed 
using the Seismic Design Category Dj require- 
ments of this code. 

2. Buildings located in Seismic Design Category 
E that conform to the following additional 
restrictions are permitted to be constructed in 
accordance with the provisions for Seismic 
Design Category D 2 of this code: 

2. 1 . All exterior shear wall lines or braced wall 
panels are in one plane vertically from the 
foundation to the uppermost story. 

2.2. Floors shall not cantilever past the exte- 
rior walls. 

2.3. The building is within all of the require- 
ments of Section R301 .2. 2. 2. 5 for being 
considered as regular. 

R301.2.2.2 Seismic limitations. The following limita- 
tions apply to buildings in all seismic design categories 
regulated by seismic provisions of this code. 

R301.2.2.2.1 Weights of materials. Average dead 
loads shall not exceed 15 pounds per square foot (720 
Pa) for the combined roof and ceiling assemblies (on a 
horizontal projection) or 15 pounds per square foot 
(720 Pa) for floor assemblies, except as further lim- 
ited by Section R301.2.2. Dead loads for walls above 
grade shall not exceed: 

1. Fifteen pounds per square foot (720 Pa) for 
exterior light-frame wood walls. 

2. Fourteen pounds per square foot (670 Pa) for 
exterior light-frame cold-formed steel walls. 

3. Ten pounds per square foot (480 Pa) for interior 
light-frame wood walls. 

4. Five pounds per square foot (240 Pa) for inte- 
rior light-frame cold-formed steel walls. 

5. Eighty pounds per square foot (3830 Pa) for 
8-inch-thick (203 mm) masonry walls. 

6. Eighty-five pounds per square foot (4070 Pa) 
for 6-inch-thick (152 mm) concrete walls. 

7 . Ten pounds per square foot (480 Pa) for SIP walls. 

Exceptions: 

1. Roof and ceiling dead loads of 15 psf, 
but not exceeding 25 pounds per 
square foot (1190 Pa) shall be permit- 

3-10 


ted provided the wall bracing amounts 
in Chapter 6 are increased in accor- 
dance with Table R301.2.2.2.1. 

2. Light-frame walls with stone or 
masonry veneer shall be permitted in 
accordance with the provisions of 
Sections R702.1 and R703. 

3. Fireplaces and chimneys shall be per- 
mitted in accordance with Chapter 10. 


TABLE R301.2.2.2.1 

WALL BRACING ADJUSTMENT FACTORS BY 
ROOF COVERING DEAD LOAD^ 



ROOF/CEILING 


DEAD LOAD 

WALL SUPPORTING 

15 psf or less 

25 psf 

Roof only 

1.0 

1.2 

Roof plus one or two stories 

1.0 

1.1 


For SI: 1 pound per square foot = 0.0479 kPa. 
a. Linear interpolation shall be permitted. 


R301.2.2.2.2 Stone and masonry veneer. Anchored 
stone and masonry veneer shall comply with the 
requirements of Sections R702.1 and R703. 

R301.2.2.2.3 Masonry construction. Masonry con- 
struction shall comply with the requirements of Sec- 
tion R606.il. 2. 

R301.2.2.2.4 Concrete construction. Detached one- 
and two-family dwellings with exterior ahowe-grade con- 
crete walls shall comply with the requirements of Section 
R61 1, PC A 100 or shall be designed in accordance with 
ACI 318. Townhouses with etoove-grade exterior con- 
crete walls shall comply with the requirements of PCA 
100 or shall be designed in accordance with ACI 318. 

R301.2.2i2.5 Irregular buildings. Prescriptive con- 
struction as regulated by this code shall not be used for 
irregular structures located in Seismic Design Catego- 
ries C, D| and D^. Irregular portions of structures shall 
be designed in accordance with accepted engineering 
practice to the extent the irregular features affect the 
performance of the remaining structural system. When 
the forces associated with the irregularity are resisted 
by a structural system designed in accordance with 
accepted engineering practice, design of the remainder 
of the building shall be permitted using the provisions 
of this code. A building or portion of a building shall be 
considered to be irregular when one or more of the fol- 
lowing conditions occur: 

1. When exterior shear wall lines or braced wall 
panels are not in one plane vertically from the 
foundation to the uppermost story in which they 
are required. 

Exception: For wood light-frame construc- 
tion, floors with cantilevers or setbacks not 
exceeding four times the nominal depth of the 
wood floor joists are permitted to support 

/ 

2011 OREGON RESIDENTIAL SPECIALTY CODE 




BUILDING PLANNING 


braced wall panels that are out of plane with 
braced wall panels below provided that: 

1. Floorjoists are nominal 2 inches by 10 
inches (51 mm by 254 mm) or larger 
and spaced not more than 16 inches 
(406 mm) on center. 

2. The ratio of the back span to the canti- 
lever is at least 2 to 1. 

3. Floor joists at ends of braced wall 
panelszxt doubled. 

4. For wood-frame construction, a con- 
tinuous rim joist is connected to ends 
of all cantilever joists. When spliced, 
the rim joists shall be spliced using a 
galvanized metal tie not less than 

0.058 inch (1.5 mm) ( 1 6 gage) and I'/j 
inches (38 mm) wide fastened with six 
1 6d nails on each side of the splice or a 
block of the same size as the rim joist 
of sufficient length to fit securely 
between the joist space at which the 
splice occurs fastened with eight 16d 
nails on each side of the splice; and 

5 . Gravity loads carried at the end of can- 
tilevered joists are limited to uniform 
wall and roof loads and the reactions 
from headers having a span of 8 feet 
(2438 mm) or less. 

2. When a section of floor or roof is not laterally 
supported by shear walls or braced wall lines 
on all edges. 

Exception: Portions of floors that do not 
support shear walls or braced wall panels 
above, or roofs, shall be permitted to extend 
no more than 6 feet (1829 mm) beyond a 
shear wall or braced wall line. 

3. When the end of a braced wall panel occurs 
over an opening in the wall below and ends at a 
horizontal distance greater than 1 foot (305 
rnm) from the edge of the opening. This provi- 
sion is applicable to shear walls and braced 
wall panels offset in plane and to braced wall 
panels offset out of plane as permitted by the 
exception to Item 1 above. 

Exception: For wood light-frame wall con- 
struction, one end of a braced wall panel 
shall be permitted to extend more than 1 foot 
(305 mm) over an opening not more than 8 
feet (2438 mm) wide in the wall below pro- 
vided that the opening includes a header in 
accordance with the following: 

1. The building width, loading condition 
and framing member species limita- 
tions of Table R502.5(l) shall apply; 
and 


2. Not less than one 2 x 12 or two 2 x 10 
for an opening not more than 4 feet 
(1219 mm) wide; or 

3. Not less than two 2 X 12 or three 2 X 10 
for an opening not more than 6 feet 
(1829 mm) wide; or 

4. Not less than three 2 x 12 or four 2 X 
10 for an opening not more than 8 feet 
(2438 mm) wide; and 

5. The entire length of the braced wall 
panel does not occur over an opening 
in the wall below. 

4. Where openings in the floor or roof diaphragms 
having a maximum dimension of greater than 
50 percent of the distance between lines of 
bracing or an area greater than 25 percent of the 
area between orthogonal pairs of braced wall 
lines are present, the structure shall be consid- 
ered to be irregular. 

5 . When portions of a floor level are vertically off- 
set. 

Exceptions: 

1 . Framing supported directly by contin- 
uous foundations at the perimeter of 
the building. 

2. For wood light-frame construction, 
floors shall be permitted to be verti- 
cally offset when the floor framing is 
lapped or tied together as required by 
Section R502.6.1. 

6. When shear walls and braced wall lines do not 
occur in two perpendicular directions. 

7. When stories above-grade partially or com- 
pletely braced by wood wall framing in accor- 
dance with Section R602 or steel wall framing 
in accordance with Section R603 include 
masonry or concrete construction. 

Exception: Fireplaces, chimneys and 
masonry veneer as permitted by this code. 
When this irregularity applies, the entire 
story shall be designed in accordance with 
accepted engineering practice. 

R301. 2.2.3 Seismic Design Categories Dj and D 2 . 

Structures assigned to Seismic Design Categories D, and 
Dj shall conform to the requirements for Seismic Design 
Category C and the additional requirements of this sec- 
tion. 

R301.2.2.3.1 Height limitations. Wood framed 
buildings shall be limited to three stories above grade 
or the limits given in Table R602. 10. 1.2(2). 
Cold-formed steel framed buildings shall be limited 
to less than or equal to three stories above grade in 
accordance with AISI S230. Mezzanines as defined in 
Section R202 shall not be considered as stories. Struc- 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-11 



BUILDING PLANNING 


tural insulated panel buildings shall be limited to two 
stories above grade. 

R301.2.2.3.2 Stone and masonry veneer. Anchored 
stone and masonry veneer shall comply with the 
requirements of Sections R702.1 and R703. 

R301.2.2.3.3 Masonry construction. Masonry con- 
struction in Seismic Design Category D, shall comply 
with the requirements of Section R606. 1 1.3. Masonry 
construction in Seismic Design Category Dj shall 
comply with the requirements of Section R606. 1 1 .4. 

R301.2.2.3.4 Concrete construction. Buildings with 
exterior above-grade concrete walls shall comply 
with PCA 100 or shall be designed in accordance with 
ACI318. 

R301.2.2.3.5 Cold-formed steel framing in Seismic 
Design Categories D, and D^. In Seismic Design 
Category D, and Dj in addition to the requirements of 
this code, cold-formed steel framing shall comply 
with the requirements of AISI S230. 

R301.2.2.3.6 Masonry chimneys. Masonry chim- 
neys shall be reinforced and anchored to the building 
in accordance with Sections R1003.3 and R1003.4. 

R301.2.2.3.7 Anchorage of water heaters. Water 
heaters shall be anchored against movement and over- 
turning in accordance with Section Ml 307.2. 

R301.2.2.4 Seismic Design Category E. Buildings in 
Seismic Design Category E shall be designed in accor- 
dance with the Building Code, except when the seismic 
design category is reclassified to a lower seismic design 
category in accordance with Section R301.2.2.1. 

R301.2.3 Snow loads. Wood framed construction, cold- 
formed steel framed construction and masonry and concrete 
construction, and structural insulated panel construction in 
regions with ground snow loads 70 pounds per square foot 
(3.35 kPa) or less, shall be in accordance with Chapters 5, 6 
and 8. Buildings in regions with ground snow loads greater 
than 70 pounds per square foot (3.35 kPa) shall be designed 
in accordance with accepted engineering practice. 

Exception: Wood framed construction shall be permit- 
ted to be constructed in accordance with WWPA Western 
Lumber Span Tables. 

R301.2.4 Floodplain construction. Buildings and struc- 
tures constructed in whole or in part in flood hazard areas 
(including A or V Zones) as established by the local jurisdic- 
tion shall be designed and constructed in accordance with 
Section R322. The jurisdiction shall adopt a flood hazard 
map and supporting data. The flood hazard map shall 
include, at a minimum, areas of special flood hazard as iden- 
tified by the Federal Emergency Management Agency 
(FEMA) in an engineering report entitled “The Flood Insur- 
ance Study for [INSERT NAME OF JURISDICTION],” 
dated [INSERT DATE OF ISSUANCE], as amended or 
revised with the accompanying Flood Insurance Rate Map 
(FIRM) and Flood Boundary and Floodway Map (FBFM) 


and related supporting data along with any revisions thereto. 

The adopted flood hazard map and supporting data are 

hereby adopted by reference and declared to be part of this 

section. 

R301.3 Story height. Buildings constructed in accordance 
with these provisions shall be limited to story heights of not 
more than the following; 

1. For wood wall fi-aming, the laterally unsupported bearing 
wall stud height permitted by Table R602.3(5) plus a height 
of floor framing not to exceed 16 inches (406 mm). 

Exception: For wood framed wall buildings with brac- 
ing in accordance with Tables R602. 10. 1.2(1) and 
R602. 10. 1.2(2), the wall stud clear height used to 
determine the maximum permitted story height may be 
increased to 12 feet (3658 mm) without requiring an 
engineered design for the building wind and seismic 
force resisting systems provided that the length of 
bracing required by Table R602. 10.1. 2(1) is increased 
by multiplying by a factor of 1.10 and the length of 
bracing required by Table R602. 10. 1.2(2) is increased 
by multiplying by a factor of 1.20. Wall studs are still 
subject to the requirements of this section. 

2. For steel wall framing, a stud height of 10 feet (3048 
nrm), plus a height of floor framing not to exceed 16 
inches (406 mm). 

3. For masonry walls, a maximum bearing wall clear height 
of 12 feet (3658 mm) plus a height of floor framing not to 
exceed 16 inches (406 mm). 

Exception: An additional 8 feet (2438 mm) is permit- 
ted for gable end walls. 

4. For insulating concrete form walls, the maximum bear- 
ing wall height per story as permitted by Section R611 
tables plus a height of floor framing not to exceed 16 
inches (406 mm). 

5. For structural insulated panel (SIP) walls, the maximum 
bearing wall height per story as permitted by Section 614 
tables shall not exceed 10 feet (3048 mm) plus a height of 
floor framing not to exceed 16 inches (406 mm). 

Individual walls or walls studs shall be permitted to exceed 
these limits as permitted by Chapter 6 provisions, provided 
story heights are not exceeded. Floor framing height shall be 
permitted to exceed these limits provided the story height does 
not exceed 1 1 feet 7 inches (3531 mm). An engineered design 
shall be provided for the wall or wall framing members when 
they exceed the limits of Chapter 6. Where the story height lim- 
its are exceeded, an engineered design shall be provided in 
accordance with the Building Code for the overall wind and 
seismic force resisting systems. 

R301.4 Dead load. The actual weights of materials and con- 
struction shall be used for determining dead load with consid- 
eration for the dead load of fixed service equipment. 

R301.5 Live load. The minimum uniformly distributed live 
load shall be as provided in Table R301.5. 


3-12 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


TABLE R301.5 

MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS 
(in pounds per square foot) 


USE 

LIVE LOAD 

Attics without storage** 

10 

Attics with limited storage*’- s 

20 

Attics served with fixed stairs 

30 

Balconies (exterior) and decks'* 

40 

Fire escapes 

40 

Guardrails and handrails'* 

200" 

Guardrail in-fill components^ 

50" 

Passenger vehicle garages" 

50" 

Rooms other than sleeping room 

40 

Sleeping rooms 

30 

Stairs 

40'* 


For SI: 1 pound per square foot = 0.0479 kPa, 1 square inch = 645 mm^, 

1 pound = 4.45 N. 

a. Elevated garage floors shall be capable of supporting a 2,000-pound load 
applied over a 6-inch square-area anywhere when on the floor and shall be 
capable of supporting two 2000-pound loads each applied over 
6-inch-square areas centered 5 feet apart perpendicular to the direction of 
vehicle entry and a second pair of 2000-pound loads 9 feet from and aligned 
with the first pair of 2000-pound loads. These loads shall be applied any- 
where on the floor but need not be appl ied closer than 2 feet from the interior 
end wall nor closer than I foot from interior sidewalls. 

b. No storage with roof not over 3 units in 12 units. 

c. Individual stair treads shall be designed for the uniformly distributed live 
load or a 300-poundconcentrated load acting over an area of 4 square inches, 
whichever produces the greater stresses. 

d. A single concentrated load applied in any direction at any point along the top. 

e. See Section R502.2.2 for decks attached to exterior walls. 

f. Guard in-fill components (all those except the handrail), balusters and panel 
fillers shall be designed to withstand a horizontally applied normal load of 
50 pounds on an area equal to I square foot. This load need not be assumed to 
act concurrently with any other live load requirement. 

g. For attics with limited storage and constructed with trusses, this live load 
need be applied only to those portions of the bottom chord where there are 
two or more adjacent trusses with the same web configuration capable of 
containing a rectangle 42 inches high or greater by 2 feet wide or greater, 
located within the plane of the truss. The rectangle shall fit between the top 
of the bottom chord and the bottom of any other truss member, provided that 
each of the following criteria is met. 

1 . The attic area is accessible by a pull-down stairway or framed opening 
in accordance with Section R807. 1 . 

2. The truss has a bottom chord pitch less than 2:12. 

3. Required insulation depth is less than the bottom chord member depth. 

The bottom chords of trusses meeting the above criteria for limited stor- 
age shall be designed for the greater of the actual imposed dead load or 10 
psf, uniformly distributed over the entire span. 

h. Glazing used in handrail assemblies and guards shall be designed with a 
safety factor of 4. The safety factor shall be applied to each of the concen- 
trated loads applied to the top of the rail, and to the load on the in-fill compo- 
nents. These loads shall be determined independent of one another, and 
loads are assumed not to occur with any other live load. 

R301.6 Roof load. The roof shall be designed for the live load 
indicated in Table R301.6 or the snow load indicated in Table 
R301.2(l), whichever is greater. 

R301.7 Deflection. The allowable deflection of any structural 
member under the live load listed in Sections R301.5 and 
R301.6 shall not exceed the values in Table R301.7. 


TABLE R301.6 

MINIMUM ROOF LIVE LOADS IN POUNDS-FORCE 
PER SQUARE FOOT OF HORIZONTAL PROJECTION 


ROOF SLOPE 

TRIBUTARY LOADED AREA IN 
SQUARE FEET FOR ANY 
STRUCTURAL MEMBER 

0 to 200 

201 to 600 

Over 600 

Flat or rise less than 4 inches per 
foot (1:3) 

20 

16 

12 

Rise 4 inches per foot (1:3) to 
less than 12 inches per foot (1:1) 

16 

14 

12 

Rise 12 inches per foot (1:1) 
and greater 

12 

12 

12 


For SI: I square foot = 0.0929 m^, 1 pound per square foot = 0.0479 kPa, 
1 inch per foot = 83.3 mm/m. 


TABLE R301.7 

ALLOWABLE DEFLECTION OF STRUCTURAL MEMBERS®' 


STRUCTURAL MEMBER 

ALLOWABLE 

DEFLECTION 

Rafters having slopes greater than 3:12 with no 
finished ceiling attached to rafters 

L/180 

Interior walls and partitions 

H/180 

Floors and plastered ceilings 

17360 

All other structural members 

17240 

Exterior walls with plaster or stucco finish 

H/360 

Exterior walls — wind loads" with brittle finishes 

H/240 

Exterior walls — wind loads" with flexible finishes 

L/120'' 

Lintels supporting masonry veneer walls' 

L/600 


Note: L = span length, H = span height. 

a. The wind load shall be permitted to be taken as 0.7 times the Component and 
Cladding loads for the purpose of the determining deflection limits herein. 

b. For canti lever members, L shall be taken as twice the length of the canti lever. 

c. For aluminum structural members or panels used in roofs or walls of sun- 
room additions or patio covers, not supporting edge of glass or sandwich 
panels, the total load deflection shall not exceed L/60. For continuous alumi- 
num structural members supporting edge of glass, the total load deflection 
shall not exceed L/175 for each glassliteor 1760 for the entire length of the 
member, whichever is more stringent. For sandwich panels used in roofs or 
walls of sunroom additions or patio covers, the total load deflection shall not 
exceed L/120. 

d. Deflection for exterior walls with interior gypsum board finish shall be lim- 
ited to an allowable deflection of H/180. 

e. Refer to Section R703.7.2. 

R301.8 Nominal sizes. For the purposes of this code, where 
dimensions of lumber are specified, they shall be deemed to be 
nominal dimensions unless specifically designated as actual 
dimensions. 


SECTION R302 

FIRE-RESISTANT CONSTRUCTION 

R302.1 Exterior walls. Construction, projections, openings 
and penetrations of exterior walls of dwellings and accessory 
buildings shall comply with Table R302.1. 

Exceptions: 

1. Walls, projections, openings or penetrations in walls 
perpendicular to the line used to determine the //re 
separation distance. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-13 






BUILDING PLANNING 


2. Walls of dwellings and accessory structures located 
on the same lot. 

3. Detached tool sheds and storage sheds, playhouses 
and similar structures exempted from permits are not 
required to provide wall protection based on location 
on the lot. Projections beyond the exterior wall shall 
not extend over the lot line. 

4. Detached garages accessory to a dwelling located within 
2 feet (610 mm) of a lot line are permitted to have roof 
eave projections not exceeding 4 inches (102 mm). 

5. Foundation vents installed in compliance with this 
code are permitted. 

R302.2 Townhouses. Each townhouse shall be considered a 
separate building and shall be separated by a 2-hour fire-resis- 
tance-rated wall assemblies meeting the requirements of this 
section for exterior walls. The fire-resistance wall assembly 
shall be allowed to be reduced to 1 hour when an automatic fire 
sprinkler system is installed in accordance with Appendix T, 
NFPA 13D or other approved sprinkler system. Where a sprin- 
kler system is not installed, such walls shall be of one of the fol- 
lowing types: 

1. Two 1-hour fire-resistance-rated fire walls, one on each 
side of the common property line as shown in Figures 
R302.2(a) and R302.2(b). 

2. A common “modified” 2-hour fire-resistance rated 
firewall centered over the common property line as 
shown in Figures R302.2(c) and R302.2(d). Plumbing or 
mechanical equipment, ducts or vents are not permitted 
in the cavity of the “modified” 2-hour wall. Electrical 
installations shall be installed in accordance with the 
Electrical Code. Penetrations of electrical outlet boxes 
shall be in accordance with Section R302.3. 

3. A common 2-hour fire-resistance-rated wall. Plumbing 
or mechanical equipment, ducts or vents are not permit- 
ted in the cavity of the common 2-hour wall. Electrical 
installations shall be installed in accordance with the 
Electrical Code. Penetrations of electrical outlet boxes 
shall be in accordance with Section R302.3. 


Exception: A common 2-hour fire-resistance-rated 
wall is not permitted townhouses that are separated by 
a real property line. 

4. Other listed, tested assemblies that provide an equivalent 
fire protection rating. 

Exception: Privacy walls may be constructed of 
heavy timber construction. 

Mixed occupancies are not permitted in townhouse build- 
ings. Such buildings shall be designed and constructed in 
accordance with the requirements set forth for mixed occupan- 
cies in the Building Code. 

Exception: Private garages and carports attached to dwell- 
ing units and totaling not more than 1,000 square feet (92.9 
m^) in area per dwelling unit. 

Buildings shall adjoin or have access to a yard, street, alley, 
or public way on not less than one side. The centerline of an 
adjoining public way shall be considered an adjacent property 
line. 

R302.2.1 Maintenance agreements and utility ease- 
ments. The formation, approval and recording or mainte- 
nance agreements and utility easements shall comply with 
the requirements of this section. 

R302.2.1.1 Maintenance agreements. Where town- 
houses are separated by real property lines, the building 
official shall review, approve, cosign and maintain a 
record of all maintenance agreements as required by this 
section. 

R302.2.1.1.1 Maintenance agreements and ease- 
ments. Building elements and utilities that cross real 
property lines require the creation of legally docu- 
mented easements. Maintenance agreements shall be 
created and signed by the affected townhouse prop- 
erty owners. The maintenance agreements must 
address the repair, upkeep and replacement and 
access to shared or common use building elements 
and utilities. Easements may be general in nature, or 
they may describe specific locations. When available, 
a copy of the plat showing the locations of such ease- 


TABLE R302.1 
EXTERIOR WALLS 


EXTERIOR WALL ELEMENT 

MINIMUM 

FIRE-RESISTANCE RATING 

MINIMUM FIRE 
SEPARATION DISTANCE 

Walls 

(Fire-resistance rated) 

1 hour-tested in accordance with ASTM E 1 19 or 
UL 263 with exposure from both sides 

< 3 feet 

(Not fire-resistance rated) 

0 hours 

> 3 feet 

Projections 

(Fire-resistance rated) 

1 hour on the underside 

> 2 feet to 3 feet 

(Not fire-resistance rated) 

0 hours 

3 feet 

Openings in walls 

Not allowed 

N/A 

< 3 feet 

Unlimited 

0 hours 

3 feet or greater 

Penetrations 

All 

Comply with Section R302.4 

< 3 feet 

None required 

3 feet or greater 


For SI: 1 foot = 304.8 mm. 
N/A = Not Applicable. 


3-14 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




BUILDING PLANNING 


ments shall be attached to the maintenance agree- 
ment. 

Prior to recording at the county recorder’s office, 
the maintenance agreement shall be reviewed and 
approved by the building official. In cases where indi- 
vidual townhouses are separated by real property 
lines and are structurally dependent, the building offi- 
cial shall cosign the maintenance agreements and 
require that the recorded easements and maintenance 
agreements not be modified or suspended without 
building official approval. Unless otherwise approved 
by the building official, the applicant shall provide a 
copy of the recorded easements and maintenance 
agreements to the building official prior to issuance of 
the building permit. Maintenance agreements and 
easements shall be recorded for each dwelling unit 
and the book and page number provided to the juris- 
diction having authority. 

Maintenance agreements shall include, but not be 
limited to, the following information: 

1. Names and contact information of the property 
owners included in the maintenance agreement; 

2. Physical address and map and tax lot number of 
the affected properties; 

3. A detailed listing of common or shared struc- 
tural elements such as common foundations, 
common or shared fire walls, porches and 
porch coverings, and projections crossing real 
property lines, roofing or exterior finish materi- 
als, lateral force resisting systems in the case of 
structurally dependant townhouses, and com- 
mon or shared utilities and service equipment; 

4. A statement of responsibility, including duties 
and sharing of cost for the maintenance and 
repair of common or shared fire walls separat- 
ing individual townhouses; attached garages, 
porches and decks, and porch coverings; 

5. A description of easements, common areas, 
surface drainage provisions and on-site 
improvements; 

6. Possible enforcement actions by the building 
official or affected parties to facilitate the main- 
tenance, repair or replacement of common prop- 
erty line fire walls may be included as a 
condition of the cosigned maintenance agree- 
ments. Such maintenance, repair or replacement 
may also be facilitated through application of a 
local housing or nuisance abatement ordinance, 
or an existing building or property maintenance 
code. 

R302.2.1.2 Site utilities, service equipment and ease- 
ments. The portions of underground electrical, plumb- 
ing or gas utilities that are shared or in common use shall 
lie within a recorded easement and be recorded in a main- 
tenance agreement as required by Section R302.2.1.1. 
Shared or common use utilities shall not run beneath a 
townhouse. Separate utility services shall be supplied to 


each individual townhouse. Utilities serving an individ- 
ual townhouse shall not run beneath another townhouse. 
For townhouses on assumed property lines, service 
equipment and meters may be grouped in one or more 
locations as approved by local ordinance and the utility 
provider. The locations of all site utilities, service equip- 
ment, and easements shall be clearly shown on the plans. 

R302.2.2 Continuity. The fire-resistance-rated wall or 
assembly separating townhouses shall be continuous from 
the foundation to the underside of the roof sheathing, deck 
or slab. The fire-resistance rating shall extend the full length 
of the wall or assembly, including wall extensions through 
and separating attached enclosed accessory structures. 

R302.2.2.1 Fire-resistance-rated wall continuity. The 

continuity of fire-resistance-rated walls shall be as follows: 

1 . Exterior walls and common townhouse separation 
walls shall be continuous from the foundation to 
the underside of the roof sheathing when the 
roof/ceiling assembly is constructed in accordance 
with Section R302.2.4. 1 . The common townhouse 
separation wall shall extend to completely separate 
adjacent townhouses and any attached accessory 
structures. 

2. Privacy walls separating porches and decks without 
a cover shall be continuous from the foundation to 
the top of the guardrail and have a minimum height 
of 3 feet (914 mm) above the porch or deck finish 
floor elevation. The privacy wall shall extend out to 
the outermost point of the porch or deck. 

3. Privacy walls separating porch and deck coverings 
shall be continuous from the foundation to the 
underside of the roof sheathing when the roof/ceil- 
ing assembly is constructed in accordance with 
Section R302.2.4. 1 . The privacy wall shall extend 
out to the outermost point of the porch covering. 

The fire-rated gypsum wallboard used in exte- 
rior walls, privacy walls, and common townhouse 
separation walls shall be continuous behind build- 
ing elements, such as showers, bathtubs, cabinets, 
chases, soffits, electrical panels, and stair string- 
ers. 

Exception: Gypsum board may be omitted 
behind stair stringers, provided that the string- 
ers are constructed of: 

1 . Solid sawn dimensional lumber of not less 
than 3 inches (76 mm) nominal thickness 
when used in conjunction with two 1-hour 
fire-resistive-rated wall assemblies as 
shown in Figure R302.2.2 (Detail A). 

2. Solid sawn dimensional lumber of not less 
than 4.5 inches (114 mm) nominal thick- 
ness when used in conjunction with a 
2-hour fire-resistive-rated wall assembly 
as shown in Figure R302.2.2 (Detail B). 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-15 



BUILDING PLANNING 


3. Engineered wood systems that have been 
tested and listed for equivalent burning 
characteristics. 

R302.2.2.2 Fire-resistive-rated protection for 
porches and decks without a cover. Fire-resistive-rated 
protection shall be provided for porches and decks with- 
out a cover in accordance with this section. Porches and 
decks shall be protected by one of the following meth- 
ods. 

1 . In the case where one porch or deck is adjacent to 
another porch or deck, and both are within 3 feet 
(914 mm) of the common property line, a single 
1-hour fire-resistance-rated privacy wall shall be 
provided for each porch or deck. The privacy walls 
shall extend out at least to the furthest point where 
the porches or decks are adjacent. 

2. In the case where one porch or deck abuts another 
adjacent porch or deck at a common property line, 
either two 1-hour fire-resistive-rated walls or a 
“modified” 2-hour fire-resistive-rated common 
townhouse separation wall shall be provided. The 
townhouse separation wall shall extend out to the 
furthest point where either porches or decks are 
adjacent. 

3. In the case where a porch or deck is within 3 feet 
(914 mm) of a common property line and there is 
no adjacent porch or deck, the porch or deck shall 
be either noncombustible or heavy timber con- 
struction (see Figure R302.2.2.1). Heavy timber 
porch components supporting only the dead load 
of the porch or deck and the live load listed in 
Table R301.5 shall be constructed using the fol- 
lowing; 

3.1. Supporting posts for porches and decks 
shall be a minimum of 6 inch (153 mm) 
nominal thickness. 

3.2. Joists or beams supporting porches and 
decks shall be a minimum of 4-inch (102 
mm) nominal thickness. 

3.3. Decking on porches and decks shall be a 
minimum of 2-inch (5 1 mm) nominal thick- 
ness. 

The fire-resistive-rated walls required in Items I 
and 2 shall be continuous from the foundation to 
top of the guardrail and have a minimum height of 
3 feet (914 mm) above the porch or deck finish 
floor elevation. Porches and decks that extend 
beyond the privacy wall on one side only need not 
be protected past the privacy wall unless they are 
within 3 feet (9 14 mm) of a common property line. 

Exception: Porches and decks without a cover 
and located within 3 feet (914 mm) of a com- 
mon property line need not be fire-resistance 
rated when the finish floor of the deck or porch 
is less than 30 inches (762 mm) above grade. 


R302.2.2.3 Fire-resistive-rated separation for porch 
covers. Fire-resistive-rated protection shall be provided 
for porch covers in accordance with this section. Abut- 
ting porch covers attached to structurally independent or 
dependent townhouses may share building elements as 
allowed by Section R302.2.5. 

In the case where one porch cover is adjacent to 
another porch cover, and both are within 3 feet (914 mm) 
of the common property line, a single 1-hour fire-resis- 
tive privacy wall shall be provided for each porch cover. 
The privacy walls shall extend out to the furthest point 
where the porch covers are adjacent. 

In the case where one porch cover abuts another adja- 
cent porch cover at a common propertyTine, either two 
1-hour fire-resistive-rated walls or a “modified” 2-hour 
fire-resistive rated common townhouse separation wall 
shall be provided. The townhouse separation wall shall 
extend out to the furthest point where both porch covers 
are adjacent. 

In the case where there is no adjacent porch cover, a 
1-hour fire-resistive-rated exterior wall shall be pro- 
vided. The exterior wall shall extend out to the furthest 
point of the porch cover. 

The fire-resistive-rated walls required in Items 1 
through 3 shall be continuous from the foundation to the 
roof sheathing when the roof/ceiling assembly is con- 
structed in accordance with Section R302.2.4.1. When 
the roof/ceiling assembly is not constructed in accor- 
dance with Section R302.2.4.1, the wall shall terminate 
in a parapet constructed in accordance with Section 
R302.2.3. Porch covers separated by a fire-resistive- 
rated privacy or dwelling unit separation wall need not be 
fire resistance rated. 

Exceptions: 

1. A privacy wall need not protect porch covers 
and the porch covering need not be fire-resis- 
tance rated when each individual townhouse is 
provided with a fire suppression system in 
accordance with NFPA 13D. The porch cover- 
ing may be open construction or it may be fully 
enclosed when the ceiling is of not less than 
1-hour fire-resistive construction. 

2. A privacy wall need not protect a porch cover 
when the cover is constructed entirely of heavy 
timber construction. Heavy timber porch cover 
components shall be provided according to the 
following; 

2.1. Supporting post for porch coverings 
shall be a minimum of 6-inch (153 mm) 
nominal thickness. 

2.2. Joists or beams supporting porch cover- 
ings shall be a minimum of 4-inch (102 
mm) nominal thickness. 

2.3. Roof sheathing shall be a minimum of 
2-inch (51 mm) nominal thickness. 


3-16 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


The heavy timber porch cover shall be open 
construction unless enclosed at the ceiling by 
not less than 1-hour fire-resistive construction. 


the common property line. Such stairs shall be a 
minimum of 44 inches (1118 mm) in width and be 
of noncombustible or heavy timber construction. 

3. Stairs constructed using heavy timbers shall com- 
ply with this section and Figure R302.2.2. Heavy 
timber stair components supporting only the stair 
or landing dead load and the live load listed in 
Table R301.5 shall be constructed using the fol- 
lowing minimum material thicknesses: 

3.1. Supporting posts for stairs shall be a mini- 
mum of 6-inch (152 mm) nominal thick- 
ness. 

3.2. Stair stringers shall be a minimum of 
4-inch (102 mm) nominal thickness. 

3.3. Joists or beams supporting landings shall 
be a minimum of 4-inch ( 1 02 mm) nominal 
thickness. 

3.4. Stair treads and landing decking shall be a 
minimum of 2-inch (5 1 mm) nominal thick- 
ness. 


3. A privacy wall need not protect porch covers, 
and they may be of nonfire resistance rated con- 
struction when they project no further than 2 
feet (610 mm) from the face of the building. 

4. A privacy wall need not protect porch covers 
and they may be of nonfire resistance rated con- 
struction when: 

4.1. The exterior wall of the building per- 
pendicular to the common property line 
is 1-hour fire-resistive construction for 
a distance of 4 feet (1219mm) each side 
of common property line, and there are 
no openings from the foundation to 
underside of the porch roof sheathing. 
When individual townhouses are 
stepped, no openings shall be allowed 
in the foundation within 4 feet (1219 
mm) of the property line. 

4.2. Where a porch cover projects less than 4 
feet (1220 mm) from the face of the 
building, the adjacent building walls 
and porch roof may be protected for a 
distance equal to the distance the porch 
cover projects. 

4.3. The porch cover may be open-frame 
construction. When fully enclosed the 
ceiling shall be of not less than 1-hour 
fire-resistive construction (see Figure 
R302.2.2.2). 

4.4. Enclosed attic space shall be separated 
at the common property line with either 
two 1-hour separation walls or one 
common “modified” 2-hour townhouse 
separation wall. 

4.5. The parapet may be omitted on both 
open-framed and enclosed porch covers 
when the roof is sheathed with fire 
retardant treated plywood or ^/g-inch 
(9.6 mm) Type X gypsum sheathing for 
a horizontal distance of 4 feet (1219 
mm) measured perpendicular to the 
common property line. 

R302.2.2.4 Fire-resistive rated construction for exte- 
rior stairways. Exterior stairs located within 3 feet (914 
mm) of a common property line shall be of fire-resis- 
tance-rated construction in accordance with this section 
(see Figure R302. 2.2.3). 

1 . Structurally independent stairs may be connected at 
the common property line with common treads a 
minimum of 6 feet (1829 mm) wide of 
noncombustible or heavy timber construction. 

2. Stairs serving an uncovered porch that serves not 
more than two individual townhouses may cross 


Exceptions: 

1. Stairs located within 3 feet (914 mm) 
of a common property line need not 
be fire-resistance-rated when they 
are not under cover and not over 30 
inches (762 mm) above grade. 

2. Stairs may be located within 3 feet 
(914 mm) of a common property 
line when constructed of noncom- 
bustible materials. 

R302.2.3 Parapets. Parapets constructed in accordance 
with Section R302.2.3 shall be constructed for townhouses 
as an extension of exterior walls or common walls in accor- 
dance with the following: 

1 . Where roof surfaces adjacent to the wall or walls are 
at the same elevation, the parapet shall extend not less 
than 30 inches (762 mm) above the roof surfaces. 

2. Where roof surfaces adjacent to the wall or walls are 
at different elevations and the higher roof is not more 
than 30 inches (762 mm) above the lower roof, the 
parapet shall extend not less than 30 inches (762 mm) 
above the lower roof surface. 

Exception: A parapet is not required in the two 
cases above when the roof is covered with a mini- 
mum class C roof covering, and the roof decking or 
sheathing is of noncombustible materials or 
approved fire-retardant-treated wood for a distance 
of 4 feet (1219 mm) on each side of the wall or 
walls, or one layer of Vg-inch (15.9 mm) Type X 
gypsum board is installed directly beneath the roof 
decking or sheathing, supported by a minimum of 
nominal 2-inch (51 mm) ledgers attached to the 
sides of the roof framing members, for a minimum 
distance of 4 feet (1219 mm) on each side of the 
wall or walls. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-17 



BUILDING PLANNING 


b 


3. A parapet is not required where roof surfaces adjacent 
to the wall or walls are at different elevations and the 
higher roof is more than 30 inches (762 mm) above 
the lower roof. The common wall construction from 
the lower roof to the underside of the higher roof deck 
shall have not less than a 1-hour fire-resistance rating. 
The wall shall be rated for exposure from both sides. 

A parapet is not required for roofs complying with Sec- 
tion R302.2.4. 

R302.2.3.1 Parapet construction. Parapets shall have 
the same fire-resistance rating as that required for the sup- 
porting wall or walls. On any side adjacent to a roof sur- 
face, the parapet shall have noncombustible faces for the 
uppermost 18 inches (457 mm), to include 
counterflashing and coping materials. Where the roof 
slopes toward a parapet at slopes greater than 2 units verti- 
cal in 12 units horizontal (16.7-percent slope), the parapet 
shall extend to the same height as any portion of the roof 
within a distance of 3 feet (914 mm), but in no case shall 
the height be less than 30 inches (762 mm). 

R302.2.4 Roof construction. In addition to the require- 
ments of Chapter 8 of this code, townhouse structures shall 
comply with this section for fire-resistance-rated roof/ceil- 
ing construction, roof/ceiling penetrations and cricket con- 
struction. Projections of eaves, cornices and similar 
components shall comply with Section R302.2.4.4. 

R302.2.4.1 Fire-resistance rated roof/ceiling con- 
struction. Roof/ceiling assemblies intersecting fire- 
resistive rated exterior walls may be of nonrated con- 
struction. Roof/ceiling assemblies intersecting common 
fire-resistance-rated individual townhouse unit separa- 
tion walls and privacy walls associated with porch covers 
and decks may comply with Section R302.2.3 or be con- 
structed in accordance with this section. 

1. A roof/ceiling assembly with framing oriented 
perpendicular to a 1 -hour wall shall be constructed 
in accordance with Figure R302.2(a). The roof 
sheathing shall be either fire-retardant treated ply- 
wood or have a minimum of Vg inch (15.9 mm) 
Type X gypsum board installed under the standard 
plywood sheathing for a minimum horizontal dis- 
tance of 4 feet (1219 mm) from the common prop- 
erty line. 

2. A roof/ceiling assembly with framing oriented 
parallel to a 1-hour wall shall be constructed in 
accordance with Figure R302.2(b). 

3. A roof/ceiling assembly with framing oriented 
perpendicular to a “modified” 2-hour common 
wall shall be constructed in accordance with Fig- 
ure R302.2(c). The roof sheathing shall be either 
fire-retardant-treated plywood or have a minimum 
of Vg inch (15.9 mm) Type X gypsum board 
installed under the standard plywood roof sheath- 
ing for a minimum horizontal distance of 4 feet 
(1219 mm) from the common property line. 


4. A roof/ceiling assembly with framing oriented paral- 
lel to a “modified” 2-hour common wall shall be con- 
structed in accordance with Figure R302.2(d). 

5. As an alternative to Items 1 through 4, the entire 
ceiling of the upper story shall be protected 
throughout with two layers of Vg inch (15.9 mm) 
Type X gypsum board as required for a 1-hour 
fire- resistive roof/ceiling assembly. Where roof 
framing is parallel to a common townhouse sepa- 
ration wall, a 1-hour attic enclosure, “mushroom” 
may be constructed according to Figure 
R302. 2.4.1 and the two layers of % inch (15.9 mm) 
Type X gypsum board on the ceiling may termi- 
nate at the outside vertical edge of the “mush- 
room.” 

R302.2.4.2 Roof/ceiling penetrations. Membrane pen- 
etrations of the fire-resistance-rated ceiling required by 
Section R302.2.4. 1 shall be protected by an approved 
penetration firestop system in accordance with Section 
R302.3.1.1 and Sections 711 and 712 of the Building 
Code. Through penetrating items shall be enclosed 
within a shaft constructed in accordance with Building 
Code. 

Skylights, mechanical and plumbing vents, attic vents, 
solar collectors and similar penetrations of the roof are 
not permitted within 4 feet (1219 mm) of the common 
property line. 

Exceptions: 

1. Chimneys may penetrate roofs within 4 feet 
(1219 mm) of a common property line when a 
spark arrestor is installed at the terminus. 
Where factory-built chimneys are located 
withi n 4 feet ( 1 2 1 9 mm) of a com mon property 
line, they shall be enclosed within 1-hour rated 
shafts constructed in accordance with Section 
707 of the Building Code. Such a shaft must 
extend from where the factory-built chimney 
first penetrates a fire-resistance-rated wall or 
ceiling and must continue to the upper most ter- 
mination of the chimney. 

2. Unprotected factory-built chimneys and other 
unprotected penetrations are allowed within 4 
feet (1219 mm) of common property lines 
when parapets are provided in accordance with 
Section R302.2.3. 

R302.2.4.3 Cricket construction. Where crickets are 
installed, one of the following methods of construction 
shall be used. 

1. In the case where crickets are 30 inches (762 mm) 
or less in height, the common fire-resistive town- 
house separation wall may terminate at the under- 
lying roof sheathing. The underlying roof 
sheathing shall be protected with either fire-retar- 
dant-treated plywood or have a minimum of Vg 
inch (15.9 mm) Type X gypsum board installed 
under the standard plywood roof sheathing for the 
full extent of the cricket, but not less than 4 feet 


3-18 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


(1219 mm) measured horizontally from the com- 
mon property line. There shall be no openings in 
the roof sheathing under the cricket [see Figures 
R302.2.4.3 (a) and (b)]. 

2. In the case where crickets greater than 30 inches 
(762 mm) in height are provided, the common 
fire-resistive townhouse separation wall shall 
extend to the cricket roof sheathing, and the cricket 
roof sheathing shall be protected with either 
fire-retardant-treated plywood or have a minimum 
of Vg inch (15.9 mm) Type X gypsum board 
installed under the standard plywood roof sheath- 
ing for a minimum horizontal distance of 4-feet on 
each side of common property line. There shall be 
no openings in the cricket sheathing. See Figure 
R302.2.4.3(c). 

R302.2.4.4 Eaves, cornices and similar projections. 

Projections located less than 3 feet (914 mm) from a 
common property line shall be in accordance with this 
section. Structural projections such as enclosed eaves 
and cornices located within 3 feet (914 mm) of a com- 
mon property line shall be constructed in accordance 
with the Table R302.2.4.4. In the case where projections 
extend beyond the common property line onto an adja- 
cent property, appropriate easements and maintenance 
agreements shall be implemented as described in Section 
R302.2. 1 . Projections within 3 feet (914 mm) of an exte- 
rior common property line shall be in accordance with 
Section R302.1. 

R302.2.5 Structural design approach. Townhouse struc- 
tures shall be permitted to be designed as structurally 
dependent structures, structurally independent structures or 
a combination of both. 

R302.2.5.1 Lateral force analysis. A lateral force analy- 
sis shall be submitted at the time of application when 
townhouses or the portions of townhouses are designed 


according to the accepted engineering principles as either 
stmcturally independent or structurally dependent. Town- 
house structures designed using only the prescriptive provi- 
sions of this code are exempt from this requirement. 
Building components providing lateral resistance shall be 
identified and detailed in the constmction drawings. 

R302.2.5.2 Structural independence. Townhouses 
designed and constructed structurally independent in 
accordance with the prescriptive provisions of this code 
are permitted to share the following elements. 

1. Foundations supporting exterior walls or com- 
mon walls and monolithic grade beam footings. 

2. Structural roof and wall sheathing from each unit 
may fasten to the common wall framing. These 
elements shall be edge nailed at each side of the 
common property line. 

3. Nonstructural wall and roof coverings. 

4. Flashing at termination of roof covering over 
common wall. 

5. Modified 2-hour or a common 2-hour fire-resis- 
tance-rated wall as provided in Section R302.2. 

6. Soffit enclosures. 

7. Cricket framing. 

8. Roof covering. 

9. Gutters and down spouts. 

10. Porches and stairs. 

11. Porch coverings. 

Portions of structurally independent townhouse struc- 
tures designed in accordance with accepted engineering 
practice shall provide independent vertical and lateral 
load resisting systems for such designed portions. 


TABLE B302.2.4.4 

STRUCTURAL PROJECTIONS WITHIN 3 FEET OF ANY PROPERTY LINE 


EAVES, RAKES, CORNICES & 
SIMILAR PROJECTIONS* 

RELATIONSHIP OF 
FASCIA/BARGE TO 
PROPERTY LINE 

EAVE 

VENTILATION 

PERMITTED 

MAXIMUM 
LENGTH OF 
PROJECTION 

PARAPET OR 
ROOF 

PROTECTION 

REQUIRED 

MAXIMUM 
PROJECTION 
' LENGTH BEYOND 
PROPERTY LINE 

ONE-HOUR 

RATED 

PROTECTION 

REQUIRED 

Enclosed 

with roof framing perpendicular to 
property line 

Parallel 

No 

12" maximum 

Yes 

12" maximum 

Yes 

Unenclosed 

with roof framing perpendicular to 
property line 

Parallel 

No 

12" maximum 

Yes 

12" maximum 

No 

Enclosed 

with roof framing 

parallel to property line 

Perpendicular 

No 

24" maximum 

No 

12" maximum 

Yes 

Unenclosed 
with roof framing 
parallel to property line 

Perpendicular 

Yes 

24" maximum 

No 

12" maximum 

No 


For SI: 1 inch = 25.4 mm. 

a. Does not apply to exterior balconies 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-19 





BUILDING PLANNING 


R302.2.5.3 Structural dependence. Structurally 
dependent townhouse structures shall be designed in 
accordance with the accepted engineering practice. Por- 
tions of structurally dependent townhouse structures are 
permitted to be constructed according to the prescriptive 
provisions of this code. 

R302.2.6 Fire suppression system requirements. Noth- 
ing in this code shall require automatic fire suppression sys- 
tems to be installed in townhouses. An automatic fire 
suppression system may be required by local ordinances 
pertaining to fire flow, fire department access, etc. When 
provided, fire suppression systems shall be installed in 
accordance with NFPA 13D. 

R302.2.7 Fire-resistance-rated walls and cantilevers. 

R302.2.7.1 Fire-resistance-rated construction due to 
location on property. Townhouse exterior walls, pri- 
vacy walls, common townhouse separation walls, exte- 
rior stairways, porches, porch coverings, decks, roofs 
and projections located within 3 feet (914 mm) of a com- 
mon or exterior property line shall be fire-resistance- 
rated and constructed in accordance with this section. 

Exception: Walls oriented perpendicular to a com- 
mon property line need not be fire-resistance-rated 
construction and may have unprotected openings. 

R302.2.7.1.1 Firewall construction. Exterior walls, 
privacy walls, common townhouse separation walls 
shall be parallel to the common property line and be of 
fire-resistance-rated construction. Such walls shall be 
of the types listed in Section R302.2 or other listed, 
tested assemblies that provide an equivalent fire pro- 
tection rating. 

R302.2.7.2 Fire-resistive-rated protection for cantile- 
vered living areas. Cantilevered living areas shall be 
protected by one of the following methods. 

1. In the case where one cantilever is adjacent to 
another cantilever, and both are within 3 feet (914 
mm) of the common property line, a single 1-hour 
fire-resistive-rated townhouse separation wall shall 
be provided for each cantilever. The townhouse 
separation walls shall extend out at least to the fur- 
thest point where the cantilevers are adjacent. 

2. In the case where one cantilever abuts another 
adjacent cantilever at a common property line, 
either two 1-hour fire-resistive-rated walls or a 
“modified” 2-hour fire-resistive-rated common 
dwelling unit separation wall shall be provided. 
The townhouse separation wall shall extend out 
to the furthest point where both cantilevers are 
adjacent. 

3. In the case where there is no adjacent cantilever, a 
1-hour fire-resistive rated exterior wall shall be 
provided. The exterior wall shall extend out to the 
furthest point of the cantilever. 

The fire-resistive-rated walls required in Items 1 
through 3 shall be continuous from the foundation to the 
roof sheathing when the roof/ceiling assembly is con- 


structed in accordance with Section R302.2.4.1. When 
the roof/ceiling assembly is not constructed in accor- 
dance with Section R302.2.4.1, the wall shall terminate 
in a parapet constructed in accordance with Section 
R302..2.3. 

Exceptions: 

1. Cantilevers may be unprotected when eaeh 
individual townhouse is provided with a fire 
suppression system in accordance with NFPA 
13D. 

2. The extension of fire-resistance-rated walls 
beneath the cantilever may be omitted, provid- 
ing the exterior wall perpendicular to the com- 
mon property line is 1-hour fire-resistive- 
rated construction for a distance of 4 feet 
(1219 mm) each side of the common property 
line from foundation to the bottom of the canti- 
lever. Foundation vents shall not be located 
within 4 feet (1219 mm) of the common prop- 
erty line. The soffited area under the cantilever 
shall have not less that 1-hour fire-resis- 
tive-rated protection for a distance of at least 4 
feet (1219 mm) each side of common property 
line. Where the cantilever projects less than 4 
feet (1219 mm) from the face of the building, 
the prohibition of openings and the fire-resis- 
tance-rated wall and soffit construction per- 
pendicular to the common property line need 
only extend for a distance equal to the projec- 
tion of the cantilever. 

R302.2.7.3 Openings. Openings in fire resistive exterior 
walls, privacy walls, and individual townhouse separa- 
tion walls are not permitted. 

R302.2.8 Dwelling unit and garage separations. Town- 
house dwelling units shall be separated from attached 
garages in accordance with Section R302.5. 

R302.2.9 Interior duct and vent chase penetrations of 
floor/ceiling assemblies. Gas vents, ducts, piping and fac- 
tory-built chimneys that extend through not more than two 
floors need not be enclosed provided the openings around 
the penetrations are firestopped at each floor. 

Exception: BW gas vents installed in accordance with 
their listing. 

R302.2.10 Foundation and footing construction. A single 
footing and foundation wall may be designed and con- 
structed for common property line walls in accordance with 
this section. Figure R302.2. 10 and Chapter 4. Through pen- 
etrations of the foundation across a common property line 
are not permitted. If required by local conditions, footing 
drains, rain drains and low point under-floor drainage shall 
be provided and drained to an approved location in accor- 
dance with the building and plumbing codes and local ordi- 
nances. 

R302.2.11 Roof coverings. In addition to the requirements 
of Chapter 9, structurally independent townhouses shall be 
provided with a minimum Class C roof covering and struc- 


3-20 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


turally dependent townhouses shall be provided with a min- 
imum Class B roof covering. 

Exceptions: 

1. Structurally dependent townhouses may use Class 
C roof coverings when all of the following condi- 
tions are met: 


1.1. The building is not more than two stories in 
height; and 

1 .2. The building does not have more than 6,000 
square feet (557 m^) of projected roof area; 
and 


1.3. Here is a minimum of 3 feet (914 mm) 
from the extremity of the roof to the exte- 
rior property line or an assumed property 
line on all sides except for street fronts. 


2. As specified elsewhere in this code, townhouses 
located in areas determined by the jurisdiction to 
be “Wildfire Zones,” the separation distances 
between vegetation and building shall be per local 
ordinance. Regardless of whether the dwelling 
units are designed independently or as a single 
building, the minimum roof covering classifica- 
tion shall be not less than Class B or as required by 
the ORS 215.730. 

R302.2.12 Dwelling unit egress. Each individual town- 
house shall have a means of egress system in compliance 
with Section R31 1. Such means of egress system shall be a 
structurally independent exit way, having a minimum clear 
width of 3 feet (914 mm). 


R302.2.13 Adaptability/Accessibility. Where the project 
includes four or more contiguous individual townhouses, 
one or more of which is single story, the Fair Housing Act 
(FHA) and Chapter 1 1 of the Building Code requirements 
for adaptability apply. Ground-level, single-story town- 
houses shall be made adaptable. Any common use facilities, 
such as a pool, club house or management office shall be 
made accessible in accordance with Chapter 1 1 of the Build- 
ing Code. 




R302.3 Two-family dwellings. Dwelling units in two-family 
dwellings shall be separated from each other by wall and/or 
floor assemblies having not less than a 1-hour fire-resistance 
rating when tested in accordance with ASTM E 1 1 9 or UL 263. 
Fire-resistance-rated floor-ceiling and wall assemblies shall 
extend to and be tight against the exterior wall, and wall assem- 
blies shall extend to the underside of the roof sheathing. 


Exceptions: 

1. A fire-resistance rating of '/j hour shall be permitted 
in buildings equipped throughout with an automatic 
sprinkler system installed in accordance with NFPA 
13D. 



2. 


Wall assemblies need not extend through attic spaces 
when the ceiling is protected by not less than Vg-inch 
(15.9 mm) Type X gypsum board and an attic draft 
stop constructed as specified in Section R302.12.1 is 
provided above and along the wall assembly separat- 


ing the dwellings. The structural framing supporting 
the ceiling shall also be protected by not less than 
‘/j-inch (12.7 mm) gypsum board or equivalent. 

R302.3.1 Supporting construction. When floor assem- 
blies are required to be fire-resistance rated by Section 
R302.3, the supporting construction of such assemblies 
shall have an equal or greater fire-resistance rating. 

R302.4 Dwelling unit rated penetrations. Penetrations of 
wall or floor/ceiling assemblies required to be fire-resistance 
rated in accordance with Section R302.2 or R302.3 shall be 
protected in accordance with this section. 

R302.4.1 Through penetrations. Through penetrations 
in fire-resistive exterior walls, privacy walls, and individ- 
ual townhouse separation walls are not permitted in town- 
house structures. In other than a townhouse structure, 
through penetrations of fire-resistance-rated wall or floor 
assemblies shall comply with Section R302.4.1.1 or 
R302.4.1.2. 

Exception: Where the penetrating items are steel, fer- 
rous or copper pipes, tubes or conduits, the annular space 
shall be protected as follows: 

1. In concrete or masonry wall or floor assemblies, 
concrete, grout or mortar shall be permitted where 
installed to the full thickness of the wall or floor 
assembly or the thickness required to maintain the 
fire-resistance rating, provided: 

1.1. The nominal diameter of the penetrating 
item is a maximum of 6 inches (152 mm); 
and 

1.2. The area of the opening through the wall 
does not exceed 144 square inches (92 900 
mm^). 

2. The material used to fill the annular space shall 
prevent the passage of flame and hot gases suffi- 
cient to ignite cotton waste where subjected to 
ASTM E 1 1 9 or UL 263 time temperature fire con- 
ditions under a minimum positive pressure differ- 
ential of 0.01 inch of water (3 Pa) at the location of 
the penetration for the time period equivalent to 
the fire resistance rating of the construction pene- 
trated. 

R302.4.1.1 Fire-resistance-rated assembly. Penetra- 
tions shall be installed as tested in the approved fire- 
resistance-rated assembly. 

R302.4.1.2 Penetration firestop system. Penetrations 
shall be protected by an approved penetration firestop 
system installed as tested in accordance with ASTM E 
814 or UL 1479, with a minimum positive pressure dif- 
ferential of 0.01 inch of water (3 Pa) and shall have an F 
rating of not less than the required fire-resistance rating 
of the wall or floor/ceiling assembly penetrated. 

R302.4.2 Membrane penetrations. Membrane penetrations 
in townhouse structures shall comply with this section and 
Section R302.4.2.L Membrane penetrations shall comply 
with Section R302.4.1. Where walls are required to have a 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-21 



BUILDING PLANNING 


fire-resistance rating, recessed fixtures shall be installed so 
that the required fire-resistance rating will not be reduced. 

Exceptions: 

1. Membrane penetrations of maximum 2-hour 
fire-resistance-rated walls and partitions by steel 
electrical boxes that do not exceed 16 square 
inches (0.0103 m^) in area provided the aggregate 
area of the openings through the membrane does 
not exceed 100 square inches (0.0645 m^) in any 

> 100 square feet (9.29 m)^ of wall area. The space 
between the wall membrane and the box shall not 
exceed Vg inch (3.1 mm). Such boxes on opposite 
sides of the wall shall be separated by one of the 
following: 

1.1. By a horizontal distance of not less than 24 
inches (610 mm) where the wall or parti- 
tion is constructed with individual 
noncommunicating stud cavities; 

1.2. By a horizontal distance of not less than the 
depth of the wall cavity when the wall cav- 
ity is filled with cellulose loose-fill, 
rockwool or slag mineral wool insulation; 

1.3. By solid fire blocking in accordance with 
Section R302.il; 

1.4. By protecting both boxes with listed putty 
pads; or 

1.5. By other listed materials and methods. 

2. Membrane penetrations by listed electrical boxes 
of any materials provided the boxes have been 
tested for use in fire-resistance-rated assemblies 
and are installed in accordance with the instruc- 

> tions included in the listing. The space between the 
wall membrane and the box shall not exceed '/g 
inch (3.1 mm) unless listed otherwise. Such boxes 
on opposite sides of the wall shall be separated by 
one of the following: 

2.1. By the horizontal distance specified in the 
listing of the electrical boxes; 

2.2. By solid fireblocking in accordance with 
Section R302.1 1; 

2.3. By protecting both boxes with listed putty 
pads; or 

2.4. By other listed materials and methods. 

3. The annular space created by the penetration of a 
fire sprinkler provided it is covered by a metal 
escutcheon plate. 

R302.4.2.1 Additional townhouse membrane pene- 
tration reqnirements. Membrane penetrations in town- 
house fire-resistive exterior walls, privacy walls, and 
individual townhouse separation walls are allowed as 
provided in Section R302.2. 

Exceptions: Membrane penetrations in townhouse 

fire-resistive-rated walls: 


1. Shall be protected with a listed penetration 
firestop system rated for a minimum of 2-hours 
when the penetration is in a common “modi- 
fied” 2-hour fire-resistance-rated wall. 

2. May have the minimum separation distance of 
24 inches (610 mm) between electrical boxes 
reduced when installed in accordance with Fig- 
ure R302.3.2.1, Detail Cl and C2. 

3. For large boxes such as washer connections, 
electrical panels, and wall heaters may be 
installed where the fire protection extends 
behind the box in accordance with Figures 
R302.3.2.1, Detail B and C2. 

4. Stair stringers shall be in accordance with Sec- 
tion R302.2.2. 

R302.5 Dwelling/garage opening/penetration protection. 

Openings and penetrations through the walls or ceilings sepa- 
rating the dwelling from the garage shall be in accordance with 
Sections R302.5.1 through R302.5.3. 

R302.5.1 Prohibited opening. Openings from a private | | 
garage directly into a room used for sleeping purposes shall 
not be permitted. 

R302.5.1.1 Opening protection. Other openings | | 
between the garage and residence shall be equipped with 
solid wood doors not less than P/g inches (35 mm) in thick- 
ness, solid or honeycomb core steel doors not less than IVg 
inches (35 mm) thick, or 20-minute fire-rated doors. 

Exception: Compliance with this section shall not be 
required when both the dwelling unit and garage are 
protected by an automatic fire sprinkler system 
installed in accordance with Appendix T, NFPA 13D 
or other approved sprinkler system. 

R302.5.2 Duct penetration. Ducts in the garage and ducts 
penetrating the walls or ceilings separating the dwelling 
from the garage shall be constructed of a minimum 26 gage 
[0.0187 inch (0.4712 mm)] sheet steel or other approved 
material and shall have no openings into the garage. When a 
vibration isolator is used in the garage duct, it must be 
installed at least 1 8 inches (457 mm) from the penetration. 
Vibration isolators shall be installed in accordance with 
Section Ml 60 1.2. 1 . 




R302.5,3 Other penetrations. Penetrations through the 
separation required in Section R302.6 shall be protected as 
required by Section R302.il, Item 4. 


R302.6 DwelHng/garage fire separation. The garage shall be 
separated as required by Table R302.6. Openings in garage 
walls shall comply with Section R302.5. 




R302.7 Under-stair protection. Enclosed accessible space 
under stairs shall have walls, under-stair surface and any soffits 
protected on the enclosed side with Vj-inch (12.7 mm) gypsum 
board. 


Exception: Under-stair protection shall not be required 
when both the dwelling unit and under-stair area are pro- 
tected by an automatic fire sprinkler system installed in 
accordance with Appendix T, NFPA 13D or other approved 
sprinkler system. 



3-22 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


TABLE R302.6 

DWELLING/GARAGE SEPARATION^ 


SEPARATION 

MATERIAL 

From the residence and attics 

Not less than V 2 -inch gypsum board or equivalent applied to the 
garage side 

From all habitable rooms above the garage 

Not less than Vg-inch Type X gypsum board or equivalent, attached 
per Table R702.3.5, Footnote e 

Structure(s) supporting floor/ceiling assemblies used for separation 
required by this section 

Not less than V 2 -inch gypsum board or equivalent 

Garages located less than 3 feet from a dwelling unit on the same lot 

Not less than '/ 2 -inch gypsum board or equivalent applied to the 
interior side of exterior walls that are within this area 


For SI: I inch = 25.4 mm, I foot = 304.8 mm. 

a. Separation not required when both the dwelling and garage are protected by an automatic sprinkler system installed in accordance with Appendix T, NFPA 1 3D, or 
other approved equivalent sprinkler system. 


R302.8 Foam plastics. For requirements for foam plastics see 
Section R316. 

R302.9 Flame spread index and smoke-developed index for 
wall and ceiling finishes. Flame spread and smoke index for 
wall and ceiling finishes shall be in accordance with Sections 
R302.9.1 through R302.9.4. 

R302.9.1 Flame spread index. Wall and ceiling finishes 
shall have a flame spread index of not greater than 200. 

Exception: Flame spread index requirements for fin- 
ishes shall not apply to trim defined as picture molds, 
chair rails, baseboards and handrails; to doors and win- 
dows or their frames; or to materials that are less than 'Ijf, 
inch (0.91 mm) in thickness cemented to the surface of 
walls or ceilings if these materials exhibit flame spread 
index values no greater than those of paper of this thick- 
ness cemented to a noncombustible backing. 

R302.9.2 Smoke-developed index. Wall and ceiling fin- 
ishes shall have a smoke-developed index of not greater than 
450. 

R302.9.3 Testing. Tests shall be made in accordance with 
ASTM E 84 or UL 723. 

R302.9.4 Alternate test method. As an alternate to having 
a flame-spread index of not greater than 200 and a smoke 
developed index of not greater than 450 when tested in 
accordance with ASTM E 84 or UL 723, wall and ceiling 
finishes, other than textiles, shall be permitted to be tested in 
accordance with NFPA 286. Materials tested in accordance 
with NFPA 286 shall meet the following criteria: 

During the 40 kW exposure, the interior finish shall com- 
ply with Item 1. During the 160 kW exposure, the interior 
finish shall comply with Item 2. During the entire test, the 
interior finish shall comply with Item 3. 

1 . During the 40 kW exposure, flames shall not spread to 
the ceiling. 

2. During the 160 kW exposure, the interior finish shall 
comply with the following: 

2.1. Flame shall not spread to the outer extremity 
of the sample on any wall or ceiling. 


2.2. Flashover, as defined in NFPA 286, shall not 
occur. 

3. The total smoke released throughout the NFPA 286 
test shall not exceed 1,000 m^. 

R302.10 Flame spread index and smoke developed index 
for insulation. Flame spread and smoke developed index for 
insulation shall be in accordance with Sections R302.10.1 
through R302.10.5. 

R302.10.1 Insulation. Insulation materials, including fac- 
ings, such as vapor retarders and vapor-permeable mem- 
branes installed within floor-ceiling assemblies, roof-ceiling 
assemblies, wall assemblies, crawl spaces and attics shall 
have a flame spread index not to exceed 25 with an accompa- 
nying smoke-developed index not to exceed 450 when tested 
in accordance with ASTM E 84 or UL 723. 

Exceptions: 

1. When such materials are installed in concealed 
spaces, the flame spread index and smoke-devel- 
oped index limitations do not apply to the facings, 
provided that the facing is installed in substantial 
contact with the unexposed surface of the ceiling, 
floor or wall finish. 

2. Cellulose loose-fill insulation, which is not spray 
applied, complying with the requirements of Sec- 
tion R302.10.3, shall only be required to meet the 
smoke-developed index of not more than 450. 

R302.10.2 Loose-fill insulation. Loose-fill insulation 
materials that cannot be mounted in the ASTM E 84 or UL 
723 apparatus without a screen or artificial supports shall 
comply with the flame spread and smoke-developed limits 
of Section R302.10.1 when tested in accordance with 
CAN/ULC S 102.2. 

Exception: Cellulose loose-fill insulation shall not be 
required to be tested in accordance with CAN/ULC S 1 02.2, 
provided such insulation complies with the requirements of 
Section R302.10.1 and Section R302.10.3. 

R302.10.3 Cellulose loose-fill insulation. Cellulose 
loose-fill insulation shall comply with CPSC 16 CFR, Parts 
1209 and 1404. Each package of such insulating material 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-23 




BUILDING PLANNING 


shall be clearly labeled in accordance with CPSC 16 CFR, 
Parts 1209 and 1404. 

R302.10.4 Exposed attic insulation. All exposed insula- 
tion materials installed on attic floors shall have a critical 
radiant flux not less than 0.12 watt per square centimeter. 

R302.10.5 Testing. Tests for critical radiant flux shall be 
made in accordance with ASTM E 970. 

R302.il Fireblocking. In combustible construction, 
fireblocking shall be provided to cut off all concealed draft 
openings (both vertical and horizontal) and to form an effective 
fire barrier between stories, and between a top story and the 
roof space. 

Fireblocking shall be provided in wood-frame construction 
in the following locations: 

1 . In concealed spaces of stud walls and partitions, includ- 
ing furred spaces and parallel rows of studs or staggered 
studs, as follows: 

1.1. Vertically at the ceiling and floor levels. 

1.2. Horizontally at intervals not exceeding 10 feet 
(3048 mm). 

Exception: Fireblocking is not required for 
furred spaces providing drainage as required in 
Section R703.1 where the space does not com- 
municate with the wall cavity or attic space. The 
use of like sized furring or caulking installed 
horizontally directly below eave vents may be 
used to interrupt communication with the attic 
space. 

2. At all interconnections between concealed vertical and 
horizontal spaces such as occur at soffits, drop ceilings 
and cove ceilings. 

3. In concealed spaces between stair stringers at the top and 
bottom of the run. Enclosed spaces under stairs shall 
comply with Section R302.7. 

4. At openings around vents, pipes, duets, cables and wires 
at ceiling and floor level, with an approved material to 
resist the free passage of flame and products of combus- 
tion. The material filling this annular space shall not be 
required to meet the ASTM E 136 requirements. 

5. For the fireblocking of chimneys and fireplaces, see Sec- 
tion R1003.19. 

6. Fireblocking of cornices of a two-family dwelling is 
required at the line of dwelling unit separation. 

R302.il. 1 Fireblocking materials. Except as provided in 
Section R302.1 1, Item 4, fireblocking shall consist of the 
following materials, 

1. Two-inch (51 mm) nominal lumber. 

2. Two thicknesses of 1-inch (25.4 mm) nominal lumber 
with broken lap joints. 

3 . One thickness of ^Vjj-inch (18.3mm) wood structural 
panels with joints backed by ^Vjj-inch (18.3 mm) 
wood structural panels. 

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4. One thickness of V 4 -inch (19.1 mm) particleboard with 
joints backed by ^-inch (19.1 mm) particleboard. 

5. One-half-inch (12.7 mm) gypsum board. 

6. One-quarter-inch (6.4 mm) cement-based millboard. 

7. Batts or blankets of mineral wool or glass fiber or 
other approved materials installed in such a manner as 
to be securely retained in place. 

R302.11.1.1 Batts or blankets of mineral or glass 
fiber. Batts or blankets of mineral or glass fiber or other 
approved nonrigid materials shall be permitted for com- 
pliance with the 10-foot (3048 mm) horizontal 
fireblocking in walls constructed using parallel rows of 
studs or staggered studs. 

R302.11.1.2 Unfaced fiberglass. Unfaced fiberglass 
batt insulation used as fireblocking shall fill the entire 
cross section of the wall cavity to a minimum height of 
16 inches (406 mm) measured vertically. When piping, 
conduit or similar obstructions are encountered, the insu- 
lation shall be packed tightly around the obstruction. 

R302.il. 1.3 Loose-fill insulation material. Loose-fill 
insulation material shall not be used as a fireblock unless 
specifically tested in the form and manner intended for 
use to demonstrate its ability to remain in place and to 
retard the spread of fire and hot gases. 

R302.11.2 Fireblocking integrity. The integrity of all 
fireblocks shall be maintained. 

R302.12 Draftstopping. In combustible construction where 
there is usable space both above and below the concealed space 
of a floor/ceiling assembly, draftstops shall be installed so that 
the area of the concealed space does not exceed 1,000 square 
feet (92.9 m^). Draftstopping shall divide the coneealed space 
into approximately equal areas. Where the assembly is 
enclosed by a floor membrane above and a ceiling membrane 
below, draftstopping shall be provided in floor/ceiling assem- 
blies under the following circumstances: 

1. Ceiling is suspended under the floor framing. 

2. Floor framing is constructed of truss-type open-web or 
perforated members. 

R302.12.1 Materials. Draftstopping materials shall not be 
less than '/ 2 -inch (12.7 mm) gypsum board, Vg-inch (9.5 
mm) wood structural panels or other approved materials 
adequately supported. Draftstopping shall be installed par- 
allel to the floor framing members unless otherwise 
approved by the building official. The integrity of the 
draftstops shall be maintained. 


SECTION R303 

LIGHT, VENTILATION AND HEATING 

R303.1 Habitable rooms. All habitable rooms shall have an 
aggregate glazing area of not less than 8 percent of the floor 
area of such rooms. Natural ventilation shall be through win- 
dows, doors, louvers or other approved openings to the outdoor 
air. Such openings shall be provided with ready access or shall 
otherwise be readily controllable by the building occupants. 

2011 OREGON RESIDENTIAL SPECIALTY CODE 



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The minimum openable area to the outdoors shall be 4 percent 
of the floor area being ventilated. 

Exceptions: 

1. The glazed areas need not be openable where the 
opening is not required by Section R310 and an 
approved mechanical ventilation system capable of 
producing 0.35 air change per hour in the room is 
installed or a whole-house mechanical ventilation 
system is installed capable of supplying outdoor ven- 
tilation air of 15 cubic feet per minute (cfm) (78 L/s) 
per occupant computed on the basis of two occupants 
for the first bedroom and one occupant for each addi- 
tional bedroom. 

2. The glazed areas need not be installed in rooms where 
Exception 1 above is satisfied and artificial light is 
provided capable of producing an average illumina- 
tion of 6 footcandles (65 lux) over the area of the room 
at a height of 30 inches (762 mm) above the floor 
level. 

3 . Use of sunroom additions and patio covers, as defined in 
Section R202, shall be permitted for natural ventilation 
if in excess of 40 percent of the exterior sunroom walls 
are open, or are enclosed only by insect screening. 

R303.2 Adjoining rooms. For the purpose of determining 
light and ventilation requirements, any room shall be consid- 
ered as a portion of an adjoining room when at least one-half 
of the area of the common wall is open and unobstructed and 
provides an opening of not less than one-tenth of the floor 
area of the interior room but not less than 25 square feet (2.3 
m^). 

Exception: Openings required for light and/or ventilation 
shall be permitted to open into a thermally isolated sunroom 
addition or patio cover, provided that there is an openable 
area between the adjoining room and the sunroom addition 
or patio cover of not less than one-tenth of the floor area of 
the interior room but not less than 20 square feet (2 m^). The 
minimum openable area to the outdoors shall be based upon 
the total floor area being ventilated. 

R303.3 Toilet and bathing facilities ventilation. 

R303.3.1 Rooms with bathing or spa facilities. Any room 
with a bathtub, shower or spa facility shall be provided with 
mechanical ventilation which shall be designed and 
installed in accordance with Section M1507.4. 

R303.3.2 Rooms without bathing or spa facilities. Water 
closet compartments or toilet rooms without bathtub, 
shower or spa facilities shall be provided with aggregate 
glazing area of not less than 3 square feet (0.279 m^), 
one-half of which must be openable. 

Exception: The glazed areas shall not be required where 
artificial light and a mechanical ventilation system are 
provided. The minimum ventilation rates shall be in 
accordance with Table M 1507.3. 

R303.4 Opening location. Outdoor intake and exhaust open- 
ings shall be located in accordance with Sections R303.4. 1 and 
R303.4.2. 


R303.4.1 Intake openings. Mechanical and gravity out- 
door air intake openings shall be located a minimum of 10 
feet (3048 mm) from any hazardous or noxious contami- 
nant, such as vents, chimneys, plumbing vents, streets, 
alleys, parking lots, gas meters and loading docks, except as 
otherwise specified in this code. Where a source of contami- 
nant is located within 10 feet (3048 mm) of an intake open- 
ing, such opening shall be located a minimum of 2 feet (610 
mm) below the contaminant source. 

For the purpose of this section, the exhaust from dwelling 
unit toilet rooms, bathrooms and kitchens shall not be con- 
sidered as hazardous or noxious. 

R303.4.2 Exhaust openings. Exhaust air shall not be 
directed onto walkways. 

R303.5 Outside opening protection. Air exhaust and intake 
openings that terminate outdoors shall be protected with 
corrosion-resistant screens, louvers or grilles having a mini- 
mum opening size of '(4 inch (6 mm) and a maximum opening 
size of 'Ij inch (13 mm), in any dimension. Openings shall be 
protected against local weather conditions. Outdoor air exhaust 
and intake openings shall meet the provisions for exterior wall 
opening protectives in accordance with this code. 

R303.6 Stairway illumination. All interior and exterior stair- 
ways shall be provided with a means to illuminate the stairs, 
including the landings and treads. Interior stairways shall be 
provided with an artificial light source located in the immediate 
vicinity of each landing of the stairway. For interior stairs the 
artificial light sources shall be capable of illuminating treads 
and landings to levels not less than 1 foot-candle (1 1 lux) mea- 
sured at the center of treads and landings. Exterior stairways 
shall be provided with an artificial light source located in the 
immediate vicinity of the top landing of the stairway. Exterior 
stairways providing access to a basement from the outside 
grade level shall be provided with an artificial light source 
located in the immediate vicinity of the bottom landing of the 
stairway. 

Exception: An artificial light source is not required at the 
top and bottom landing, provided an artificial light source is 
located directly over each stairway section. 

R303.6.1 Light activation. Where lighting outlets are 
installed in interior stairways, there shall be a wall switch at 
each floor level to control the lighting outlet where the stair- 
way has six or more risers. The illumination of exterior 
stairways shall be controlled from inside the dwelling unit. 

Exception: Lights that are continuously illuminated or 
automatically controlled. 

R303.7 Required glazed openings. Required glazed openings 
shall open directly onto a street or public alley, or a yard or 
court located on the same lot as the building. 

Exceptions: 

1. Required glazed openings may face into a roofed 
porch where the porch abuts a street, yard or court and 
the longer side of the porch is at least 65 percent unob- 
structed and the ceiling height is not less than 7 feet 
(2134 mm). 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


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BUILDING PLANNING 


2. Have projections shall not be considered as obstruct- 
ing the clear open space of a yard or court. 

3. Required glazed openings may face into the area 
under a deck, balcony, bay or floor cantilever pro- 
vided a clear vertical space at least 36 inches (914 
mm) in height is provided. 

R303.7.1 Sunroom additions. Required glazed openings 
shall be permitted to open into sunroom additions or patio 
covers that abut a street, yard or court if in excess of 40 per- 
cent of the exterior sunroom walls are open, or are enclosed 
only by insect screening, and the ceiling height of the sun- 
room is not less than 7 feet (2134 mm). 

R303.8 Required heating. Every dwelling unit shall be pro- 
vided with heating facilities capable of maintaining a minimum 
room temperature of 68°F (20°C) at a point 3 feet (914 mm) 
above the floor and 2 feet (610 mm) from exterior walls in all 
habitable rooms at the design temperature. The installation of 
one or more portable space heaters shall not be used to achieve 
compliance with this section. 

SECTION R304 
MINIMUM ROOM AREAS 

R304.1 Minimum area. Every dwelling unit shall have at least 
one habitable room that shall have not less than 120 square feet 
( 1 1 m^) of gross floor area. 

R304.2 Other rooms. Other habitable rooms shall have a floor 
area of not less than 70 square feet (6.5 m^). 

Exception: Kitchens. 

R304.3 Minimum dimensions. Habitable rooms shall not be 
less than 7 feet (2134 mm) in any horizontal dimension. 

Exception: Kitchens. 

R304.4 Height effect on room area. Portions of a room with a 
sloping ceiling measuring less than 5 feet (1524 mm) or a furred 
ceiling measuring less than 7 feet (21 34 mm) from the finished 
floor to the finished ceiling shall not be considered as contribut- 
ing to the minimum required habitable area for that room. 


SECTION R305 
CEILING HEIGHT 

R305.1 Minimum height. Habitable space, hallways, bath- 
rooms, toilet rooms, laundry rooms and portions of basements 
containing these spaces shall have a ceiling height of not less 
than 7 feet (2134 mm). 

Exceptions: 

1. Beams and girders spaced not less than 4 feet (1219 
mm) on center may project not more than 6 inches 
(152 mm) below the required ceiling height. 

2. For rooms with sloped ceilings, at least 50 percent of 
the required floor area of the room must have a ceiling 
height of at least 7 feet (2134 mm) and no portion of 


the required floor area may have a ceiling height of 
less than 5 feet (1524 mm). 

3. Not more than 75 percent of the floor area of a bath- 
room or toilet room is permitted to have a sloped ceil- 
ing less than 7 feet (2134 mm) in height, provided an 
area of 21 inches by 24 inches (534 mm by 610 mm) 
in front of toilets and lavatories has a minimum of 6 
feet, 4 inches (1931 mm) in height, measured from the 
finished floor. An area of 24 inches by 30 inches (610 
mm by 762 mm) in front of and inside a tub or shower 
shall have a minimum of 6 feet, 4 inches (1931 mm) in 
height, measured from the standing surface of the fix- 
ture. 

R305.1.1 Basements. Portions of basements that do not 
contain habitable space, hallways, bathrooms, toilet rooms 
and laundry rooms shall have a ceiling height of not less 
than 6 feet 8 inches (2032 mm). 

Exception: Beams, girders, ducts or other obstructions 
may project to within 6 feet 4 inches (1931 mm) of the 
finished floor. 


SECTION R306 
SANITATION 

R306.1 Toilet facilities. Every dwelling unit shall be provided 
with a water closet, lavatory, and a bathtub or shower. 

R306.2 Kitchen. Each dwelling unit shall be provided with a 
kitchen area and every kitchen area shall be provided with a 
sink. 

R306.3 Sewage disposal. All plumbing fixtures shall be con- 
nected to a sanitary sewer or to an approved private sewage dis- 
posal system. 

R306.4 Water supply to fixtures. All plumbing fixtures shall 
be connected to an approved water supply. Kitchen sinks, lava- 
tories, bathtubs, showers, bidets, laundry tubs and washing 
machine outlets shall be provided with hot and cold water. 


SECTION R307 

TOILET, BATH AND SHOWER SPACES 

R307.1 Space required. Fixtures shall be spaced in accor- 
dance with Figure R307.1, and in accordance with the require- 
ments of the Plumbing Code. 

R307.2 Bathtub and shower spaces. Bathtub and shower 
floors and walls above bathtubs with installed shower heads 
and in shower compartments shall be finished with a 
nonabsorbent surface. Such wall surfaces shall extend to a 
height of not less than 6 feet (1829 mm) above the floor. 


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BUILDING PLANNING 



. SHOWER 





For SI: 1 inch = 25.4 mm. 


FIGURE R307.1 

MINIMUM FIXTURE CLEARANCES 


SECTION R308 
GLAZING 

R308.1 Identification. Except as indicated in Section R308. 1 . 1 
each pane of glazing installed in hazardous locations as defined 
in Section R308.4 shall be provided with a manufacturer’s desig- 
nation specifying who applied the designation, designating the 
type of glass and the safety glazing standard with which it com- 
plies, which is visible in the final installation. The designation 
shall be acid etched, sandblasted, ceramic-fired, laser etched, 
embossed, or be of a type which once applied cannot be removed 
without being destroyed. A label shall be permitted in lieu of the 
manufacturer’s designation. 

Exceptions: 

1. For other than tempered glass, manufacturer’s desig- 
nations are not required provided the building official 
approves the use of a certificate, affidavit or other evi- 
dence confirming compliance with this code. 

2. Tempered spandrel glass is permitted to be identified 
by the manufacturer with a removable paper designa- 
tion. 

R308.1.1 Identification of multiple assemblies. Multipane 
assemblies having individual panes not exceeding 1 square 
foot (0.09 m^) in exposed area shall have at least one pane in 
the assembly identified in accordance with Section R308.1. 
All other panes in the assembly shall be labeled “CPSC 16 
CFR 1201” or “ANSI Z97.1” as appropriate. 


R308.2 Louvered windows or jalousies. Regular, float, wired 
or patterned glass in jalousies and louvered windows shall be 
no thinner than nominal ^,5 inch (5 mm) and no longer than 48 
inches (1219 mm). Exposed glass edges shall be smooth. 

R308.2.1 Wired glass prohibited. Wired glass with wire 
exposed on longitudinal edges shall not be used in jalousies 
or louvered windows. 

R308.3 Human impact loads. Individual glazed areas, includ- 
ing glass mirrors in hazardous locations such as those indicated 
as defined in Section R308.4, shall pass the test requirements of 
Section R308.3.1. 

Exceptions: 

1. Louvered windows and jalousies shall comply with 
Section R308.2. 

2. Mirrors and other glass panels mounted or hung on a 
surface that provides a continuous backing support. 

3. Glass unit masonry complying with Section R610. 

R308.3.1 Impact test. Where required by other sections of 
the code, glazing shall be tested in accordance with CPSC 
16 CFR 1201. Glazing shall comply with the test criteria for 
Category 1 or II as indicated in Table R308.3.1(l). 

Exception: Glazing not in doors or enclosures for hot 
tubs, whirlpools, saunas, steam rooms, bathtubs and 
showers shall be permitted to be tested in accordance 
with ANSI Z97. 1 . Glazing shall comply with the test cri- 
teria for Class A or B as indicated in Table R308.3. 1 (2). 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


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BUILDING PLANNING 


TABLE R308.3.1(1) 

MINIMUM CATEGORY CLASSIFICATION OF GLAZING USING CPSC 16 CFR 1201 


EXPOSED SURFACE 
AREA OF ONE SIDE OF 
ONE LITE 

GLAZING IN STORM 
OR COMBINATION 
DOORS 

(Category Class) 

GLAZING IN 
DOORS 

(Category Class) 

GLAZED PANELS 
REGULATED BY 
ITEM 7 OF 
SECTION R308.4 
(Category Class) 

GLAZED PANELS 
REGULATED BY 
ITEM 6 OF 
SECTION R308.4 
(Category Class) 

GLAZING IN 
DOORS AND 
ENCLOSURES 
REGULATED BY 
ITEM 5 OF 
SECTION R308.4 
(Category Class) 

SLIDING GLASS 
DOORS PATIO 
TYPE 

(Category Class) 

9 square feet or less 

I 

I 

NR 

1 

II 

II 

More than 9 square feet 

II 

II 

II 

11 

II 

II 


For SI: I square foot = 0,0929 m^. 
NR means “No Requirement.” 


TABLE R308.3.1(2) 

MINIMUM CATEGORY CLASSIFICATION OF GLAZING USING ANSI Z97.1 


EXPOSED SURFACE AREA OF ONE 
SIDE OF ONE LITE 

GLAZED PANELS REGULATED BY 
ITEM 7 OF SECTION R308.4 
(Category Class) 

GLAZED PANELS REGULATED BY 
ITEM 6 OF SECTION R308.4 
(Category Class) 

DOORS AND ENCLOSURES 
REGULATED BY ITEM 5 OF 
SECTION R308.4” 

(Category Class) 

9 square feet or less 

No requirement 

B 

A 

More than 9 square feet 

A 

A 

A 


For SI: 1 square foot = 0.0929 m^. 

a. Use is permitted only by the exception to Section R308.3. 1 . 


R308.4 Hazardous locations. The following shall be consid- 
ered specific hazardous locations for the purposes of glazing: 

1. Glazing in all fixed and operable panels of swinging, 
sliding and bifold doors. 

Exceptions: 

1 . Glazed openings of a size through which a 3-inch 
diameter (76 mm) sphere is unable to pass. 

2. Decorative glazing. 

2. Glazing in an individual fixed or operable panel adjacent 
to a door where the nearest vertical edge is within a 
24-inch (610 mm) arc of the door in a closed position and 
whose bottom edge is less than 60 inches (1524 mm) 
above the floor or walking surface. 

Exceptions: 

1. Decorative glazing. 

2. When there is an intervening wall or other per- 
manent barrier between the door and the glaz- 
ing. 

3. Glazing in walls on the latch side of and perpen- 
dicular to the plane of the door in a closed posi- 
tion. 

4. Glazing adjacent to a door where access 
through the door is to a closet or storage area 3 
feet (914 mm) or less in depth. 

5. Glazing that is adjacent to the fixed panel of 
patio doors. 

3. Glazing in an individual fixed or operable panel that 
meets all of the following conditions: 

3.1. The exposed area of an individual pane is larger 
than 9 square feet (0.836 m^); and 


3.2. The bottom edge of the glazing is less than 18 
inches (457 mm) above the floor; and 

3.3. The top edge of the glazing is more than 36 
inches (914 mm) above the floor; and 

3.4. One or more walking surfaces are within 36 
inches (914 mm), measured horizontally and in a 
straight line, of the glazing. 

Exceptions: 

1. Decorative glazing. 

2. When a horizontal rail is installed on the 
accessible side(s) of the glazing 34 to 38 
inches (864 to 965) above the walking 
surface. The rail shall be capable of 
withstanding a horizontal load of 50 
pounds per linear foot (730 N/m) with- 
out contacting the glass and be a mini- 
mum of 1 '/2 inches (38 mm) in cross 
sectional height. 

3. Outboard panes in insulating glass units 
and other multiple glazed panels when 
the bottom edge of the glass is 25 feet 
(7620 mm) or more above grade, a roof, 
walking surfaces or other horizontal 
[within 45 degrees (0.79 rad) of horizon- 
tal] surface adjacent to the glass exte- 
rior. 

4. All glazing in railings regardless of area or height above 
a walking surface. Included are structural baluster panels 
and nonstructural infill panels. 

5. Glazing in enclosures for or walls facing hot tubs, whirl- 
pools, saunas, steam rooms, bathtubs and showers where 
the bottom exposed edge of the glazing is less than 60 


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2011 OREGON RESIDENTIAL SPECIALTY CODE 





BUILDING PLANNING 


inches (1524 mm) measured vertically above any stand- 
ing or walking surface. 

Exception: Glazing that is more than 60 inches (1524 
mm), measured horizontally and in a straight line, from 
the waters edge of a hot tub, whirlpool, saunas, steam 
rooms or bathtubs and showers. 

6. Glazing in walls and fences adjacent to indoor and out- 
door swimming pools, hot tubs and spas where the bot- 
tom edge of the glazing is less than 60 inches (1524 mm) 
above a walking surface and within 60 inches (1524 
mm), measured horizontally and in a straight line, of the 
water’s edge. This shall apply to single glazing and all 
panes in multiple glazing. 

7. Glazing adjacent to stairways, landings and ramps 
within 36 inches (914 mm) horizontally of a walking sur- 
face when the exposed surface of the glazing is less than 
60 inches (1524 mm) above the plane of the adjacent 
walking surface. 

Exceptions: 

1 . When a rail is installed on the accessible side(s) 
of the glazing 34 to 38 inches (864 to 965 mm) 
above the walking surface. The rail shall be 
capable of withstanding a horizontal load of 50 
pounds per linear foot (730 N/m) without con- 
tacting the glass and be a minimum of IVj 
inches (38 mm) in cross sectional height. 

2. The side of the stairway has a guardrail or hand- 
rail, including balusters or in-fill panels, com- 
plying with Sections R3 11.7.7 and R312 and 
the plane of the glazing is more than 18 inches 
(457 mm) from the railing; or 

3. When a solid wall or panel extends from the 
plane of the adjacent walking surface to 34 
inches (863 mm) to 36 inches (914 mm) above 
the walking surface and the construction at the 
top of that wall or panel is capable of withstand- 
ing the same horizontal load as a guard. 

8. Glazing adjacent to stairways within 60 inches (1524 
mm) horizontally of the bottom tread of a stairway in any 
direction when the exposed surface of the glazing is less 
than 60 inches (1524 mm) above the nose of the tread. 

Exceptions: 

1 . The side of the stairway has a guardrail or hand- 
rail, including balusters or in-fill panels, com- 
plying with Sections R3 11.7.7 and R312 and 
the plane of the glass is more than 18 inches 
(457 mm) from the railing; or 

2 . When a solid wall or panel extends from the plane 
of the adjacent walking surface to 34 inches (864 
mm) to 36 inches (914 mm) above the walking 
surface and the construction at the top of that wall 
or panel is capable of withstanding the same hori- 
zontal load as a guard. 

R308.5 Site built windows. Site built windows shall comply 
with Section 2404 of the Building Code. 


R308.6 Skylights and sloped glazing. Skylights and sloped 
glazing shall comply with the following sections. 

R308.6.1 Definitions. 

SKYLIGHTS AND SLOPED GLAZING. Glass or other 
transparent or translucent glazing material installed at a 
slope of 15 degrees (0.26 rad) or more from vertical. Glaz- 
ing materials in skylights, including unit skylights, solari- 
ums, sunrooms, roofs and sloped walls are included in this 
definition. 

UNIT SKYLIGHT. A factory assembled, glazed fenestra- 
tion unit, containing one panel of glazing material, that 
allows for natural daylighting through an opening in the 
roof assembly while preserving the weather-resistant bar- 
rier of the roof. 

R308.6.2 Permitted materials. The following types of 
glazing may be used: ' 

1. Laminated glass with a minimum 0.015-inch (0.38 
mm) polyvinyl butyral interlayer for glass panes 16 
square feet (1.5 m^) or less in area located such that 
the highest point of the glass is not more than 12 feet 
(3658 mm) above a walking surface or other accessi- 
ble area; for higher or larger sizes, the minimum 
interlayer thickness shall be 0.030 inch (0.76 mm). 

2. Fully tempered glass. 

3. Heat-strengthened glass. 

4. Wired glass. 

5. Approved rigid plastics. 

R308.6.3 Screens, general. For fully tempered or 
heat-strengthened glass, a retaining screen meeting the 
requirements of Section R308.6.7 shall be installed below 
the glass, except for fully tempered glass that meets either 
condition listed in Section R308.6.5. 

R308.6.4 Screens with multiple glazing. When the 
inboard pane is fully tempered, heat-strengthened or wired 
glass, a retaining screen meeting the requirements of Sec- 
tion R308.6.7 shall be installed below the glass, except for 
either condition listed in Section R308.6.5. All other panes 
in the multiple glazing may be of any type listed in Section 
R308.6.2. 

R308.6.5 Screens not required. Screens shall not be 
required when fully tempered glass is used as single glazing 
or the inboard pane in multiple glazing and either of the fol- 
lowing conditions are met: 

1. Glass area 16 square feet (1.49 m^) or less. Highest 
point of glass not more than 1 2 feet (3658 mm) above 
a walking surface or other accessible area, nominal 
glass thickness not more than inch (4.8 mm), and 
(for multiple glazing only) the other pane or panes 
fully tempered, laminated or wired glass. 

2. Glass area greater than 16 square feet (1.49 m^). Glass 
sloped 30 degrees (0.52 rad) or less from vertical, and 
highest point of glass not more than 10 feet (3048 
mm) above a walking surface or other accessible area. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-29 



BUILDING PLANNING 


R308.6.6 Glass in greenhouses. Any glazing material is 
permitted to be installed without screening in the sloped 
areas of greenhouses, provided the greenhouse height at the 
ridge does not exceed 20 feet (6096 mm) above grade. 

R308.6.7 Screen characteristics. The screen and its fasten- 
ings shall be capable of supporting twice the weight of the 
glazing, be firmly and substantially fastened to the framing 
members, and have a mesh opening of no more than 1 inch 
by 1 inch (25 mm by 25 mm). 

R308.6.8 Curhs for skylights. All unit skylights installed 
in a roof with a pitch flatter than three units vertical in 12 
units horizontal (25-percent slope) shall be mounted on a 
curb extending at least 4 inches (102 mm) above the plane of 
the roof unless otherwise specified in the manufacturer’s 
installation instructions. 

R308.6.9 Testing and labeling. Unit skylights shall be tested 
by an approved independent laboratory, and bear a label 
identifying manufacturer, performance grade rating and 
approved inspection agency to indicate compliance with the 
requirements of AAMAAVDMA/CSA 101/I.S.2/A440. 

SECTION R309 
GARAGES AND CARPORTS 

R309.1 Floor surface. Garage floor surfaces shall be of 
approved noncombustible material. 

The area of floor used for parking of automobiles or other 
vehicles shall be sloped to facilitate the movement of liquids to 
a drain or toward the main vehicle entry doorway. 

R309.2 Carports. Carports shall be open on at least two sides. 
Carport floor surfaces shall be of approved noncombustible 
material. Carports not open on at least two sides shall be con- 
sidered a garage and shall comply with the provisions of this 
section for garages. 

Exception: Asphalt surfaces shall be permitted at ground 
level in carports. 

The area of floor used for parking of automobiles or other 
vehicles shall be sloped to facilitate the movement of liquids to 
a drain or toward the main vehicle entry doorway. 

R309.3 Flood hazard areas. For buildings located in flood 
I hazard areas as established by the local jurisdiction, garage 
floors shall be; 

1 . Elevated to or above the design flood elevation as deter- 
mined in Section R322; or 

2. Located below the design flood elevation provided they 
are at or above grade on at least one side, are used solely 
for parking, building access or storage, meet the require- 
ments of Section R322 and are otherwise constructed in 
accordance with this code. 

R309.4 Automatic garage door openers. Automatic garage 
door openers, if provided, shall be listed in accordance with UL 
325. 


SECTION R310 

EMERGENCY ESCAPE AND RESCUE OPENINGS 

R310.1 Emergency escape and rescue required. Basements, 
and every sleeping room shall have at least one operable emer- 
gency escape and rescue opening. Where basements contain 
one or more sleeping rooms, emergency egress and rescue 
openings shall be required in each sleeping room. Where emer- 
gency escape and rescue openings are provided they shall have 
a sill height of not more than 44 inches (1118 mm) above the 
floor. Where a door opening having a threshold below the adja- 
cent ground elevation serves as an emergency escape and res- 
cue opening and is provided with a bulkhead enclosure, the 
bulkhead enclosure shall comply with Section R310.3. The net 
clear opening dimensions required by this section shall be 
obtained by the normal operation of the emergency escape and 
rescue opening from the inside. Emergency escape and rescue 
openings with a finished sill height below the adjacent ground 
elevation shall be provided with a window well in accordance 
with Section R310.2. Emergency escape and rescue openings 
shall open directly into a public way, or to a yard or court that 
opens to a public way. 

Exception: Basements used only to house mechanical 
equipment and not exceeding total floor area of 200 square 
feet (18.58 m^). 

R310.1.1 Minimum opening area. All emergency escape 
and rescue openings shall have a minimum net clear open- 
ing of 5.7 square feet (0.530 m^). 

Exception: Grade floor openings shall have a minimum 
net clear opening of 5 square feet (0.465 m^). 

R310.1.2 Minimum opening height. The minimum net 
clear opening height shall be 24 inches (610 mm). 

R310.1.3 Minimum opening width. The minimum net 
clear opening width shall be 20 inches (508 mm). 

R310.1.4 Operational constraints. Emergency escape and 
rescue openings shall be operational from the inside of the 
room without the use of keys, tools or special knowledge. 

R310.2 Window wells. The minimum horizontal area of the 
window well shall be 9 square feet (0.9 m^), with a minimum 
horizontal projection and width of 36 inches (914 mm). The 
area of the window well shall allow the emergency escape and 
rescue opening to be fully opened. 

Exception: The ladder or steps required by Section R3 1 0.2. 1 
shall be permitted to encroach a maximum of 6 inches (152 
mm) into the required dimensions of the window well. 

R310.2.1 Ladder and steps. Window wells with a vertical 
depth greater than 44 inches (1118 mm) shall be equipped 
with a permanently affixed ladder or steps usable with the 
window in the fully open position. Ladders or steps required 
by this section shall not be required to comply with Sections 
R31 1.7 and R31 1.8. Ladders or rungs shall have an inside 
width of at least 12 inches (305 mm), shall project at least 3 
inches (76 mm) from the wall and shall be spaced not more 
than 18 inches (457 mm) on center vertically for the full 
height of the window well. 

R310.3 Bulkhead enclosures. Bulkhead enclosures shall pro- 
vide direct access to the basement. The bulkhead enclosure with 


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BUILDING PLANNING 



the door panels in the fully open position shall provide the min- 
imum net clear opening required hy Section R310.1.1. Bulk- 
head enclosures shall also comply with Section R31 1.7.8.2. 

R310.4 Bars, grilles, covers and screens. Bars, grilles, cov- 
ers, screens or similar devices are permitted to he placed over 
emergency escape and rescue openings, bulkhead enclosures, 
or window wells that serve such openings, provided the mini- 
mum net clear opening size complies with Sections R310.1.1 
to R310.1.3, and such devices shall be releasable or removable 
from the inside without the use of a key, tool, special knowl- 
edge or force greater than that which is required for normal 
operation of the escape and rescue opening. 

R310.5 Emergency escape windows under decks, porches and 
similar projections. Emergency escape windows are allowed to 
be installed under decks, porches and similar projections provided 
the location of the deck allows the emergency escape window to 
be fully opened and provides a path not less than 36 inches (914 
mm) in height to a yard or court. 



SECTION R311 
MEANS OF EGRESS 

R311.1 Means of egress. All dwellings shall be provided with 
a means of egress as provided in this section. The means of 
egress shall provide a continuous and unobstructed path of ver- 
tical and horizontal egress travel from all portions of the dwell- 
ing to the exterior of the dwelling at the required egress door 
without requiring travel through a garage or carport. 

R311.2 Egress door. At least one egress door shall be provided 
for each dwelling unit. The egress door shall be side-hinged, 
and shall provide a minimum clear width of 32 inches (813 
mm) when measured between the face of the door and the stop, 
with the door open 90 degrees (1.57 rad). The minimum clear 
height of the door opening shall not be less than 78 inches 
(1981 mm) in height measured from the top of the threshold to 
the bottom of the stop. Other doors shall not be required to 
comply with these minimum dimensions. The egress door shall 
be readily openable from inside the dwelling without the use of 
a key or special knowledge or effort. 

R311.3 Floors and landings at exterior doors. There shall be 
a landing or floor on each side of each exterior door. The width 
of each landing shall not be less than the door served. Every 
landing shall have a minimum dimension of 36 inches (914 
mm) measured in the direction of travel. Exterior landings shall 
be permitted to have a slope not to exceed '(4 unit vertical in 12 
units horizontal ( 2 -percent). 

Exception: Exterior balconies less than 60 square feet (5.6 
m^) and only accessible from a door are permitted to have a 
landing less than 36 inches (914 mm) measured in the direc- 
tion of travel. 

R311.3.1 Floor elevations at the required egress doors. 

Landings or floors at the required egress door shall not be more 
than 1 '/j inches (38 mm) lower than the top of the threshold. 

Exception: The exterior landing or floor shall not be 
more than 8 inches (203 mm) below the top of the thresh- 
old provided the door does not swing over the landing or 
floor. 


When exterior landings or floors serving the required 
egress door are not at grade, they shall be provided with 
access to grade by means of a ramp in accordance with Sec- 
tion R311.8 or a stairway in accordance with Section 
R311.7. 

R311.3.2 Floor elevations for other exterior doors. Doors 
other than the required egress door shall be provided with 
landings or floors not more than 8 inches (203 mm) below 
the top of the threshold. 

Exception: A landing is not required where a stairway of 
three or fewer risers is located on the exterior side of the 
door, provided the door does not swing over the stairway. 

R31 1.3.3 Storm and screen doors. Storm and screen doors 
shall be permitted to swing over all exterior stairs and land- 
ings. 

R311.4 Vertical egress. Egress from habitable levels includ- 
ing basements not provided with an egress door in accordance 
with Section R311.2 shall be by a ramp in accordance with 
Section R311.8 or a stairway in accordance with Section 
R311.7. 



R311.5 Construction. 

R311.5.1 Attachment. Exterior landings, decks, balconies, 
stairs and similar facilities shall be positively anchored to 
the primary structure to resist both vertical and lateral forces 
or shall be designed to be self-supporting. Attachment shall 
not be accomplished by use of toenails or nails subject to 
withdrawal. 

R311.6 Hallways. The minimum width of a hallway shall be 
not less than 3 feet (914 mm). 

R311.7 Stairways. 

R31 1.7.1 Width. Stairways shall not be less than 36 inches 
(914 mm) in clear width at all points above the permitted 
handrail height and below the required headroom height. 
Handrails shall not project more than 4.5 inches (114 mm) 
on either side of the stairway and the minimum clear width 
of the stairway at and below the handrail height, including 
treads and landings, shall not be less than 3172 inches (787 
mm) where a handrail is installed on one side and 27 inches 
(698 mm) where handrails are provided on both sides. 

Exceptions: 

1 . The width of spiral stairways shall be in accor- 
dance with Section R311.7.9.1. 

2. Where a floor is served by more than one stairway, 
stairways other than the first stairway may have a 
clear width of not less than 30 inches (762 mm). 
Any handrail may encroach a maximum of 4.5 
inches (102 mm) into the clear width. 

R31 1.7.2 Headroom. The minimum headroom in all parts 
of the stairway shall not be less than 6 feet 8 inches (2032 
mm) measured vertically from the sloped line adjoining the 
tread nosing or from the floor surface of the landing or plat- 
form on that portion of the stairway. 

Exception: Where the nosings of treads at the side of a 
flight extend under the edge of a floor opening through 
which the stair passes, the floor opening shall be allowed 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


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BUILDING PLANNING 


to project horizontally into the required headroom a 
maximum of 4 V 4 inches (121 mm). 

R311.7.3 Walkline. The walkline across winder treads 
shall be concentric to the curved direction of travel through 
the turn and located 12 inches (305 mm) from the side 
where the winders are narrower. The 12-inch (305 mm) 
dimension shall be measured from the widest point of the 
clear stair width at the walking surface of the winder. If 
winders are adjacent within the flight, the point of the wid- 
est clear stair width of the adjacent winders shall be used. 

R31 1.7.4 Stair treads and risers. Stair treads and risers 
shall meet the requirements of this section. For the pur- 
poses of this section all dimensions and dimensioned sur- 
faces shall be exclusive of carpets, rugs or runners. 

R311.7.4.1 Riser height. The maximum riser height 

I I shall be 8 inches (203 mm). The riser shall be measured 
vertically between leading edges of the adjacent treads. 
The greatest riser height within any flight of stairs shall 
not exceed the smallest by more than % inch (9.5 mm). 

R311.7.4.2 Tread depth. The minimum tread depth 

I shall be 9 inches (229 mm). The tread depth shall be 

measured horizontally between the vertical planes of 
the foremost projection of adjacent treads and at a right 
angle to the tread's leading edge. The greatest tread 
depth within any flight of stairs shall not exceed the 
smallest by more than Vg inch (9.5 mm). Consistently 
shaped winders at the walkline shall be allowed within 
the same flight of stairs as rectangular treads and do 
not have to be within Vg inch (9.5 mm) of the rectangu- 
lar tread depth. 

I Winder treads shall have a minimum tread depth of 9 

I inches (229 mm) measured between the vertical planes 
of the foremost projection of adjacent treads at the inter- 
sections with the walkline. Winder treads shall have a 
minimum tread depth of 6 inches (152 mm) at any point 
within the clear width of the stair. Within any flight of 
stairs, the largest winder tread depth at the walkline 
shall not exceed the smallest winder tread by more than 
Vg inch (9.5 mm). 

R311.7.4.3 Profile. The radius of curvature at the nos- 
ing shall be no greater than’/|j inch (14 mm). A nosing 
not less than V 4 inch (19 mm) but not more than l '/4 
inches (32 mm) shall be provided on stairways with 
solid risers. The greatest nosing projection shall not 
exceed the smallest nosing projection by more than Vg 
inch (9.5 mm) between two stories, including the nos- 
ing at the level of floors and landings. Beveling of nos- 
ings shall not exceed Vj inch (12.7 mm). Risers shall be 
vertical or sloped under the tread above from the 
underside of the nosing above at an angle not more 
than 30 degrees (0.5 1 rad) from the vertical. Open ris- 
ers are permitted, provided that the opening between 
treads does not permit the passage of a 4-inch diameter 
(102 mm) sphere. 

Exceptions: 

1. A nosing is not required where the tread depth 

II is a minimum of 10 inches (254 mm). 


2. The opening between adjacent treads is not 
limited on stairs with a total rise of 30 inches 
(762 mm) or less. 

R311.7.4.4 Exterior wood/plastic composite stair 
treads. Wood/plastic composite stair treads shall com- 
ply with the provisions of Section R317.4. 

R311.7.4.5 Steps. The rise of a step or steps shall not be 
less than 4 inches (102 mm) or greater than 8 inches 
(203 mm). 

R311.7.4.6 Slope. Where the top or bottom riser 
adjoins a sloping walk, garage floor or driveway, the top 
or bottom riser may be reduced to less than 4 inches 
(102 mm) in height with the variation height of the riser 
not to exceed 3 inches (76 mm) in ever 3 feet (904 mm) 
of walk or stairway width. 

R31 1.7.5 Landings for stairways. There shall be a floor 
or landing at the top and bottom of each stairway. A flight 
of stairs shall not have a vertical rise larger than 12 feet 
(3658 mm) between floor levels or landings. The width of 
each landing shall not be less than the width of the stairway 
served. Every landing shall have a minimum dimension of 
36 inches (914 mm) measured in the direction of travel. 

Exception: A floor or landing is not required at the top of 
an interior flight of stairs, including stairs in an enclosed 
garage, provided a door does not swing over the stairs. 

R311.7.6 Stairway walking surface. The walking surface 
of treads and landings of stairways shall be sloped no steeper 
than one unit vertical in 48 inches horizontal (2-percent 
slope). 

R31 1.7.7 Handrails. Handrails shall be provided on at 
least one side of each continuous run of treads or flight with 
four or more risers. The continuous handrail required for 
winders shall be located on the side where the tread is nar- 
rower. 

R311.7.7.1 Height. Handrail height, measured verti- 
cally from the sloped plane adjoining the tread nosing, 
or finish surface of ramp slope, shall be not less than 30 
inches (762 mm) and not more than 38 inches (965 
mm). 

Exceptions: 

1. The use of a volute, turnout or starting easing 
shall be allowed over the lowest tread. 

2. When handrail fittings or bendings are used to 
provide continuous transition between flights, 
the transition from handrail to guardrail, or 
used at the start of a flight, the handrail height 
at the fittings or bendings shall be permitted to 
exceed the maximum height. 

R311.7.7.2 Continuity. Handrails for stairways shall 
be continuous for the full length of the flight, from a 
point directly above the top riser of the flight to a point 
directly above the lowest riser of the flight. Handrail 
ends shall be returned or shall terminate in newel posts 
or safety terminals. Handrails adjacent to a wall shall 


3-32 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


have a space of not less than I'/j inch (38 mm) between 
the wall and the handrails. 

Exceptions: 

1. Handrails shall he permitted to he interrupted 
hy a newel post at the turn. 

2. The use of a volute, turnout, starting easing or 
starting newel shall be allowed over the lowest 
tread. 

R311.7.7.3 Grip-size. All required handrails shall be of 
one of the following types or provide equivalent 
graspability. 

1. Type I. Handrails with a circular cross section 
shall have an outside diameter of at least 1 '1^ inches 
(32 mm) and not greater than 2 inches (51 ram). If 
the handrail is not circular, it shall have a perimeter 
dimension of at least 4 inches (102 mm) and not 
greater than 6'/4 inches (160 mm) with amaximum 
cross section of dimension of 2 74 inches (57 mm). 
Edges shall have a minimum radius of 0.01 inch 
(0.25 mm). 

2. Type II. Handrails with a perimeter greater than 
674 inches (160 mm) shall have a graspable finger 
recess area on both sides of the profile. The finger 
recess shall begin within a distance of V 4 inch (19 
mm) measured vertically from the tallest portion 
of the profile and achieve a depth of at least ^/|g 
inch (8 mm) within Vg inch (22 mm) below the 
widest portion of the profile. This required depth 
shall continue for at least % inch (10 mm) to a level 
that is not less than P /4 inches (45 mm) below the 
tallest portion of the profile. The minimum width 
of the handrail above the recess shall be 1 74 inches 
(32 mm) to a maximum of 2 V 4 inches (70 mm). 
Edges shall have a minimum radius of 0.01 inch 
(0.25 mm). 

R311.7.7.4 Exterior wood/plastic composite hand- 
rails. Wood/plastic composite handrails shall comply 
with the provisions of Section R317.4. 

R31 1.7.8 Illumination. All stairs shall be provided with 
illumination in accordance with Section R303.6. 

R311.7.9 Special stairways. Spiral stairways and bulkhead 
enclosure stairways shall comply with all requirements of 
Section R31 1.7 except as specified below. 

R311.7.9.1 Spiral stairways. Spiral stairways are per- 
mitted, provided the minimum clear width at and below 
the handrail shall be 26 inches (660 mm) with each tread 
having a 7 72 -inch (190 mm) minimum tread depth at 12 
inches (914 mm) from the narrower edge. All treads shall 
be identical, and the rise shall be no more than 972 inches 
(241 mm). A minimum headroom of 6 feet 6 inches 
(1982 mm) shall be provided. 

R311.7.9,2 Bulkhead enclosure stairways. Stairways 
serving bulkhead enclosures, not part of the required 
building egress, providing access from the outside grade 
level to the basement shall be exempt from the require- 
ments of Sections R311.3 and R311.7 where the maxi- 


mum height from the basement finished floor level to 
grade adjacent to the stairway does not exceed 8 feet 
(2438 mm) and the grade level opening to the stairway is 
covered by a bulkhead enclosure with hinged doors or 
other approved means. 

R311.8 Ramps. 

R311.8.1 Maximum slope. Ramps shall have a maximum 
slope of 1 unit vertical in 12 units horizontal (8.3 percent 
slope). 

Exception: Where it is technically infeasible to comply 
because of site constraints, ramps may have a maximum 
slope of one unit vertical in eight horizontal (12.5 percent 
slope). 

R311.8.2 Landings required. A minimum 3-foot-by-3-foot 
(914 mm by 914 mm) landing shall be provided; 

1. At the top and bottom of ramps. 

2. Where doors open onto ramps. 

3. Where ramps change direction. 

R311.8.3 Handrails required. Handrails shall be provided 
on at least one side of all ramps exceeding a slope of one unit 
vertical in 12 units horizontal (8.33-percent slope). 

R311.8.3.1 Height. Handrail height, measured above 
the finished surface of the ramp slope, shall be not less 
than 30 inches (762 mm) and not more than 38 inches I 
(965 mm). 

R311.8.3,2 Grip size. Handrails on ramps shall comply 
with Section R311.7.7.3. 

R311.8.3.3 Continuity. Handrails where required on 
ramps shall be continuous for the full length of the ramp. 
Handrail ends shall be returned or shall terminate in 
newel posts or safety terminals. Handrails adjacent to a 
wall shall have a space of not less than f/j inches (38 
mm) between the wall and the handrails. 


SECTION R312 
GUARDS 

R312.1 Where required. Guards shall be located along 
open-sided walking surfaces, including stairs, ramps and land- 
ings, that are located more than 30 inches (762 mm) measured 
vertically to the floor or grade below at any point within 36 
inches (914 mm) horizontally to the edge of the open side. 
Insect screening shall not be considered as a guard. 

R312.2 Height. Required guards at open-sided walking sur- 
faces, including stairs, porches, balconies or landings, shall be 
not less than 36 inches (914 mm) high measured vertically 
above the adjacent walking surface, adjacent fixed seating or 
the line connecting the leading edges of the treads. 

Exceptions: 

1. Guards on the open sides of stairs shall have a height 
not less than 34 inches (864 mm) measured vertically 
from a line connecting the leading edges of the treads. 

2. Where the top of the guard also serves as a handrail on 
the open sides of stairs, the top of the guard shall not 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-33 



BUILDING PLANNING 


be not less than 34 inches (864 mm) and not more than 
38 inches (965 mm) measured vertically from a line 
connecting the leading edges of the treads. 

R312.3 Opening limitations. Required guards shall not have 
openings from the walking surface to the required guard height 
which allow passage of a sphere 4 inches (102 mm) in diameter. 

Exceptions: 

1. The triangular openings at the open side of a stair, 
formed by the riser, tread and bottom rail of a guard, 
shall not allow passage of a sphere 6 inches (153 mm) 
in diameter. 

2. Guards on the open sides of stairs shall not have open- 
ings which allow passage of a sphere 5 inches 027 
mm) in diameter. Opening limitations for required 
guardrails on open sides of stairways are applicable 
above the second riser of the stair. 


ORS 479.250 through 479.300 are statutes relating to smoke 
alarms and are under the enforcement authority of the State Fire 
Marshal’s Office. 

ORS 479.297 is not part of this code but is reproduced here for the 
reader’s convenience: 

479.297 Smoke alarms; required equipment; exemptions. 

(1) All ionization smoke alarms sold in this state that are solely bat- 
tery-operated shall be packaged with a 10-year battery. 

(2) All ionization smoke alarms sold in this state shall include a 
“hush” mechanism that allows a person to temporarily disengage 
the alarm for a period of not more than 15 minutes. 

(3) The provisions of this section do not apply to: 

(a) Smoke alarms specifically designed forbearing impaired per- 
sons; 

(b) Smoke alarms sold in this state for shipment out of state; or 

(c) Smoke alarms sold for installation in recreational vehicles, 
commercial vehicles, railroad equipment, aircraft, marine ves- 
sels or manufactured dwellings. 

(4) The sale of a recreational vehicle, commercial vehicle, railroad 
equipment, aircraft, marine vessel or new manufactured dwelling 
containing a smoke alarm does not constitute sale of a smoke alarm. 


R312.4 Exterior woodplastic composite guards. Woodplas- 
tic composite guards shall comply with the provisions of Sec- 
tion R317.4. 


SECTION R313 

Not adopted by the State of Oregon 


SECTION R314 
SMOKE ALARMS 

R314.1 Smoke detection and notification. All smoke alarms 
shall be listed in accordance with UL 217 and installed in 
I accordance with the provisions of this code or the household 
fire warning equipment provisions of NFPA 72. 

R314.2 Smoke detection systems. Household fire alarm sys- 
tems installed in accordance with NFPA 72 that include 


smoke alarms, or a combination of smoke detector and audi- 
ble notification device installed as required by this section for 
smoke alarms, shall be permitted. The household fire alarm 
system shall provide the same level of smoke detection and 
alarm as required by this section for smoke alarms. Where a 
household fire warning system is installed using a combina- 
tion of smoke detector and audible notification device(s), it 
shall become a permanent fixture of the occupancy and 
owned by the homeowner. The system shall be monitored by 
an approved supervising station and be maintained in accor- 
dance with NFPA 72. 

Exception: Where smoke alarms are provided meeting the 
requirements of Section R314.4. 

R314.3 Location. Smoke alarms shall be installed in the fol- 
lowing locations: 

1 . In each sleeping room. 

2. Outside each separate sleeping area in the immediate 
vicinity of the bedrooms. 

3. On each additional story of the dwelling, including 
basements but not including crawl spaces and uninhab- < 
itable attics. In dwellings or dwelling units with split 
levels and without an intervening door between the 
adjacent levels, a smoke alarm installed on the upper 
level shall suffice for the adjacent lower level provided 
that the lower level is less than one full story below the 
upper level. 

When more than one smoke alarm is required to be installed 
within an individual dwelling unit the alarm devices shall be 
interconnected in such a manner that the actuation of one alarm 
will activate all of the alarms in the individual unit. 

Required smoke alarms shall not be located within kitchens 
or garages, or in other spaces where temperatures can fall 
below 40°F (5°C). Ionization smoke alarms shall not be located 
closer than 3 feet (914 mm) horizontally from the following: 

1. The door to a kitchen; 

2. The door to a bathroom containing a tub or shower; 

3. The supply registers of a forced air heating or cooling 
system, outside the airflow from those registers. 

A smoke alarm installed within 20 feet (6096 mm) (direct 
linear path) of a cooking appliance shall be a photoelec- 
tric-type smoke alarm or the alarm shall have an approved 
alarm silencing means. 

R314.3.1 Alterations, repairs and additions. When alter- 
ations, repairs or additions requiring a structural permit \ 
occur, or when one or more sleeping rooms are added or cre- 
ated in existing dwellings, the individual dwelling unit shall 
be equipped with smoke alarms located as required for new 
dwellings. 

Exception: Work involving the exterior surfaces of 
dwellings, such as the replacement of roofing or siding, 
or the addition or replacement of windows or doors, or 
the addition of a porch or deck, are exempt from the 
requirements of this section. 

R314.4 Power source. Smoke alarms shall receive their pri- 
mary power from the building wiring when such wiring is 





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2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


served from a commercial source, and when primary power is 
interrupted, shall receive power from a battery. Wiring shall be 
permanent and without a disconnecting switch other than those 
required for overcurrent protection. Smoke alarms shall be 
interconnected. 

Exceptions: 

1. Smoke alarms shall be permitted to be battery oper- 
ated when installed in buildings without commercial 
power. 

2. Interconnection and hard-wiring of smoke alarms in 
existing areas shall not be required where the alter- 
ations or repairs do not result in the removal of inte- 
rior wall or ceiling finishes exposing the structure. 


SECTION R315 

CARBON MONOXIDE ALARMS 


monoxide detection systems shall be in accordance with 
NFPA 720. 

R315.4.3 Combination smoke/carbon monoxide alarms. 

Combination smoke/carbon monoxide alarms/detectors 
shall receive their primary power from the building wiring 
when such wiring is served from a commercial source, and 
when primary power is interrupted, shall receive power 
from a battery. Wiring shall be permanent and without a dis- 
connecting switch other than those required for overcurrent 
protection. Smoke alarm features of combination 
smoke/carbon monoxide alarms/detectors shall be intercon- 
nected. 

Exceptions: Interconnection and hard-wiring of combi- 
nation smoke/carbon monoxide alarms/detectors in 
existing areas shall not be required where the alterations 
or repairs do not result in the removal of interior wall or 
ceiling finishes exposing the structure. 


R315.1 Carbon monoxide alarms. For new construction, 
approved single station carbon monoxide alarms or a house- 
hold carbon monoxide detection system shall be installed. 

R315.2 Installation location. Carbon monoxide alarms shall 
be located in each bedroom or within 15 feet (4572 mm) out- 
side of each bedroom door. Bedrooms on separate floor levels 
in a structure consisting of two or more stories shall have sepa- 
rate carbon monoxide alarms serving each story. 

R315.3 Alarm requirements. 

R315.3.1 Singie station alarm requirements. Single sta- 
tion carbon monoxide alarms shall be listed as complying 
with UL 2034 and shall be installed in accordance with this 
code and the manufacturer’s installation instructions. 

R315.3.2 Household carbon monoxide detection sys- 
tems. Household carbon monoxide detection systems that 
include carbon monoxide detectors and audible notification 
appliances, installed in accordance with this section for car- 
bon monoxide alarms and NFPA 720 shall be permitted. 
The carbon monoxide detectors shall be listed as complying 
with UL 2075. 

R315.3.3 Combination smoke/carbon monoxide alarm 
requirements. Combination smoke/carbon monoxide 
alarms shall be listed as complying with UL 2034 and UL 
217. Combination smoke/carbon monoxide detectors shall 
be listed as complying with ANSI/UL 2075 and ANSI/UL 
268. See Section R314 for additional requirements specific 
to the installation of smoke alarms. 

R315.4 Power source. 

R315.4.1 Carbon monoxide alarms. Single station carbon 
monoxide alarms shall be battery operated, or may receive 
their primary power from the building wiring system. Plug 
in devices securely fastened to the structure and installed in 
accordance with the manufacturer’s installation instructions 
are deemed to satisfy this requirement. Hard wired and 
plug-in carbon monoxide alarms shall be equipped with bat- 
tery back up. 

R315.4.2 Household carbon monoxide detection sys- 
tems. Required power supply sources for household carbon 


R315.5 Where required in existing dwellings. Where a new 
carbon monoxide source is introduced or work requiring a 
structural permit occurs in existing dwellings carbon monox- 
ide alarms shall be provided in accordance with Section 
R315.L 


K 


Exception: Work involving the exterior surfaces of dwell- 
ings, such as the replacement of roofing or siding, or the 
addition or replacement of windows or doors, or the addi- 
tion of a porch or deck, are exempt from the requirements of 
this section. 


SECTION R316 

PLASTIC < 

R316.1 Foam plastics general. The provisions of this section I I 
shall govern the materials, design, application, construction 
and installation of foam plastic materials. 

R316.2 Labeling and identification. Packages and contain- 
ers of foam plastic insulation and foam plastic insulation 
components delivered to the job site shall bear the label of an 
approved agency showing the manufacturer’s name, the prod- 
uct listing, product identification and information sufficient 
to determine that the end use will comply with the require- 
ments. 

R316.3 Surface burning characteristics. Unless otherwise 
allowed in Section R316.5 or R316.6, all foam plastic or foam 
plastic cores used as a component in manufactured assemblies 
used in building construction shall have a flame spread index of 
not more than 75 and shall have a smoke-developed index of 
not more than 450 when tested in the maximum thickness 
intended for use in accordance with ASTM E 84 or UL 723. 
Loose-fill type foam plastic insulation shall be tested as board 
stock for the flame spread index and smoke-developed index. 

Exception: Foam plastic insulation more than 4 inches (102 
mm) thick shall have a maximum flame spread index of 75 
and a smoke-developed index of 450 where tested at a mini- 
mum thickness of 4 inches (102 mm), provided the end use 
is approved in accordance with Section R316.6 using the 
thickness and density intended for use. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-35 



BUILDING PLANNING 


R316.4 Thermal barrier. Unless otherwise allowed in Section 
R316.5 or Section R316.6, foam plastic shall be separated from 
the interior of a building by an approved thermal barrier of min- 
imum '/j inch (12.7 mm) gypsum wallboard or an fin- 

ish material equivalent to a thermal barrier material that will 
limit the average temperature rise of the unexposed surface to 
no more than 250°F (139°C) after 15 minutes of fire exposure 
complying with the ASTM E 1 19 or UL 263 standard time tem- 
perature curve. The thermal barrier shall be installed in such a 
manner that it will remain in place for 15 minutes based on 
NFPA 286 with the acceptance criteria of Section R302.9.4, 
FM 4880, UL 1040 or UL 1715. 

R316.5 Specific requirements. The following requirements 
shall apply to these uses of foam plastic unless specifically 
approved in accordance with Section R316.6 or by other sec- 
tions of the code or the requirements of Sections R316.2 
through R3 1 6.4 have been met. 

R316.5.1 Masonry or concrete construction. The thermal 
barrier specified in Section R316.4 is not required in a 
masonry or concrete wall, floor or roof when the foam plastic 
insulation is separated from the interior of the building by a 
minimum 1-inch (25 mm) thickness of masonry or concrete. 

R316.5.2 Roofing. The thermal barrier specified in Section 
R316.4 is not required when the foam plastic in a roof 
assembly or under a roof covering is installed in accordance 
with the code and the manufacturer’s installation instruc- 
tions and is separated from the interior of the building by 
tongue-and-groove wood planks or wood structural panel 
sheathing in accordance with Section R803, not less than 
'V 32 inch (11.9 mm) thick bonded with exterior glue and 
identified as Exposure 1 , with edges supported by blocking 
or tongue-and-groove joints or an equivalent material. The 
smoke-developed index for roof applications shall not be 
limited. 

R316.5.3 Attics. The thermal barrier specified in Section 
R316.4 is not required where all of the following apply: 

1. Attic access is required by Section R807.1. 

2. The space is entered only for purposes of repairs or 
maintenance. 

3. The foam plastic insulation is protected against igni- 
tion using one of the following ignition barrier mate- 
rials: 

3.1. 1 '/ 2 -inch-thick (38 mm) mineral fiber insula- 
tion; 

3.2. '/ 4 -inch-thick (6.4 mm) wood structural panels; 

3.3. Vg-ineh (9.5 mm) particleboard; 

3.4. '/ 4 -inch (6.4 mm) hardboard; 

3.5. Vg-inch (9.5 mm) gypsum board; or 

3.6. Corrosion-resistant steel having a base metal 
thickness of 0.016 inch (0.406 mm). 

The above ignition barrier is not required where the foam 
plastic insulation has been tested in accordance with Section 
R316.6. 


R316.5.4 Crawl spaces. The thermal barrier specified in 
Section R316.4 is not required where all of the following 
apply: 

1 . Crawlspace aecess is required by Section R408.4 

2. Entry is made only for purposes of repairs or mainte- 
nance. 

3. The foam plastic insulation is protected against igni- 
tion using one of the following ignition barrier mate- 
rials: 

3.1. I'/j-inch-thick (38 mm) mineral fiber insula- 
tion; 

3.2. '/4-inch-thick (6.4 mm) wood structural panels; 

3.3. Vg-inch (9.5 mm) particleboard; 

3.4. '/4-inch (6.4 mm) hardboard; 

3.5. Vg-inch (9.5 mm) gypsum board; or 

3.6. Corrosion-resistant steel having a base metal 
thickness of 0.016 inch (0.406 mm). 

The above ignition barrier is not required where the foam 
plastic insulation has been tested in accordance with Section 
R316.6. 

R316.5.5 Foam-filled exterior doors. Foam-filled exterior 
doors are exempt from the requirements of Sections R316.3 
and R316.4. 

R316.5.6 Foam-filled garage doors. Foam-filled garage 
doors in attached or detached garages are exempt from the 
requirements of Sections R316.3 and R316.4. 

R316.5.7 Foam backer board. The thermal barrier speci- 
fied in Section R316.4 is not required where siding backer 
board foam plastic insulation has a maximum thickness of 

0.5 inch (12.7 mm) and a potential heat of not more than 
2000 Btu per square foot (22 720 kJ/m^) when tested in 
accordance with NFPA 259 provided that: 

1 . The foam plastic insulation is separated from the inte- 
rior of the building by not less than 2 inches (5 1 mm) 
of mineral fiber insulation or 

2. The foam plastic insulation is installed over existing 
exterior wall finish in conjunetion with re-siding or 

3. The foam plastic insulation has been tested in accor- 
dance with Section R316.6. 

R316.5.8 Re-siding. The thermal barrier specified in Sec- 
tion R316.4 is not required where the foam plastic insula- 
tion is installed over existing exterior wall finish in 
conjunction with re-siding provided the foam plastic has a 
maximum thickness of 0.5 inch (12.7 mm) and a potential 
heat of not more than 2000 Btu per square foot (22 720 
kJ/m'^) when tested in accordance with NFPA 259. 

R316.5.9 Interior trim. The thermal barrier specified in 
Section R316.4 is not required for exposed foam plastic 
interior trim, provided all of the following are met: 

1. The minimum density is 20 pounds per cubic foot 
(320 kg/m^). 

2. The maximum thickness of the trim is 0.5 inch (12.7 
mm) and the maximum width is 8 inches (204 mm). 


3-36 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


3. The interior trim shall not constitute more than 10 per- 
cent of the aggregate wall and ceiling area of any 
room or space. 

4. The flame spread index does not exceed 75 when 
tested per ASTM E 84. The smoke-developed index is 
not limited. 

R316.5.10 Interior finish. Foam plastics shall be permitted 
as interior finish where approved in accordance with Section 
R3 1 6.6 Foam plastics that are used as interior finish shall also 
meet the flame spread index and smoke-developed index 
requirements of Sections R302.9.1 and R302.9.2. 

R316.5.11 Sill plates and headers. Foam plastic shall be 
permitted to be spray applied to a sill plate and header with- 
out the thermal barrier specified in Section R316.4 subject 
to all of the following: 

1. The maximum thickness of the foam plastic shall be 
374 inches (83 mm). 

2. The density of the foam plastic shall be in the range of 

0.5 to 2.0 pounds per cubic foot (8 to 32 kg/m^). 

3. The foam plastic shall have a flame spread index of 25 
or less and an accompanying smoke developed index 
of 450 or less when tested in accordance with ASTM 
E84. 

R316.5.12 Sheathing. Foam plastic insulation used as 
sheathing shall comply with Section R316.3 and Section 
R316.4. Where the foam plastic sheathing is exposed to the 
attic space at a gable or kneewall, the provisions of Section 
R316.5.3 shall apply. 

R316.6 Specific approval. Foam plastic not meeting the 
requirements of Sections R316.3 through R316.5 shall be spe- 
cifically approved on the basis of one of the following 
' approved tests: NFPA 286 with the acceptance criteria of Sec- 
tion R302.9.4, FM4880, UL 723, UL 1040 or UL 1715, or fire 
tests related to actual end-use configurations. The specific 
approval shall be based on the actual end use configuration and 
shall be performed on the finished foam plastic assembly in the 
maximum thickness intended for use. Assemblies tested shall 
include seams, joints and other typical details used in the instal- 
lation of the assembly and shall be tested in the manner 
intended for use. 

R316.7 Plastic panels and panel systems general. The provi- 
sions of this section shall be limited to detached one- and 
two-family dwellings and shall govern the quality, methods 
and expanded use of plastic panels and panel systems classified 
as CC-1 plastics in accordance with ASTM D635-03 and this 
section. Plastic panels and panel systems installed in detached 
one- and two-family dwellings and meeting the requirements 
of this section may be of unlimited area. 

R316.7.1 Approval for use. The building official shall 
require that sufficient technical data be submitted to sub- 
stantiate that the proposed plastic material is satisfactory for 
the intended use. 

R316.7.1.1 Identification. Each unit or package of plas- 
tic panels and panel systems shall be identified with a 
mark or decal satisfactory to the building official, which 
includes identification as to the material classification. 


R316.7.1.2 Standards of quality. The standards listed 
below are listed in Chapter 43 of this code. 

1. UL Standard 790. 

2. ASTM D2843-99. 

3. ASTM D 1929-96. 

4. ASTMD635-03. 

5. NFPA 285. 

6. Factory Mutual Research Corporation (FMRC) 
Approval Standard 4470, Section 5.5 for Foot 
Traffic. 

7. Factory Mutual Research Corporation (FMRC) 
Approval Standard 4471 for the Test Method for 
Wind Uplift. 

8. Factory Mutual Research Corporation (FMRC) 
Approval Standard 4880, Section 5.4, 25-foot and 
50-foot High Comer Tests. 

R316.7.2 Definitions. 

PLASTIC PANELS as used in this section are classified as 
CC-1 in accordance with ASTM D 635. 

PLASTIC PANEL SYSTEM is construction in whole or 
in part of plastic panels and component structural parts that 
create a wall or roof panel capable of supporting the appro- 
priate design loads for the building element. 

WALL PANELS as used in this section are approved plas- 
tic materials that are not classified as plastic glazing and are 
used as an element of wall construction. 

R3I6.73 Design and installation structural requirements. 

Plastic materials and their assembly shall be of adequate 
strength and durability to withstand the design loads as pre- 
scribed elsewhere in this code. Technical data shall be submit- 
ted to establish stresses, maximum unsupported spans and 
such other information for the various thicknesses and forms 
used as may be deemed necessary by the building official. 

R316.7.3.1 Fastening. Fastening shall be adequate to 
withstand design loads as prescribed elsewhere in this 
code. Proper allowance shall be made for expansion and 
contraction of plastic materials to protect the structural 
integrity of the installation in accordance with accepted 
data on coefficient of expansion of the material and other 
material in conjunction with which it is employed. Listed 
assemblies shall be installed according to manufacturers’ 
specifications. Corrosion-resistant or other approved 
fastening systems shall be used. 

R3I6.7.3.2 Water resistance. Plastic panels and panel 
systems shall resist water penetration and provide 
weather protection for the building. 

R316.7.4 Wall panels and panel systems. Approved plas- 
tic panels and panel systems may be installed in exterior 
walls provided the walls are not required to have a fire-resis- 
tive rating. 

Exception: Plastic panels approved as fire-resistive con- 
struction or as a fire assembly. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-37 



BUILDING PLANNING 


For fire-resistive protection of exterior walls and open- 
ings, as determined by location on property, see Section 
R302. 

R316.7.5 Roof panels and panel systems. Approved plas- 
tic roof panels and panel systems may be installed in roofs 
of buildings not required to have a fire-resistive rating. Roof 
panels or units shall not be installed within that portion of a 
roof located within a distance to property line or public way 
where openings in exterior walls are prohibited or required 
to be protected. 

Exception: Plastic panels approved as fire-resistive con- 
struction or as a fire assembly. 

Plastic roof panels and panel systems shall slope at least 2 
units vertical in 12 units horizontal (16.6-percent slope). 
When used as roof covering, the panels or panel systems 
shall have at least a Class C rating. 

R316.7.6 Energy conservation. Alternative building sys- 
tems and equipment design may be approved by the build- 
ing official for detached one- and two-family dwellings. 
Applicants shall demonstrate that the whole building annual 
energy consumption wilt not exceed that used by a similar 
building using similar forms of energy designed in accor- 
dance with the prescriptive requirements of this chapter. 
Compliance under this section allows trade-offs between 
the performance requirements in all sections of Chapter 11. 

R316.7.6.1 Documentation. The applicant shall submit 
documents showing compliance with the requirements 
of this chapter. This documentation shall be in a manner 
approved by the administrator of the Building Codes 
Division. 


SECTION R317 

PROTECTION OF WOOD AND WOOD 
BASED PRODUCTS AGAINST DECAY 

R317.1 Location required. Protection of wood and wood 
based products from decay shall be provided in the following 
locations by the use of naturally durable wood or wood that is 
preservative-treated in accordance with AWPA U 1 for the spe- 
cies, product, preservative and end use. Preservatives shall be 
listed in Section 4 of AWPA Ul. 

1. Wood joists or the bottom of a wood structural floor 
when closer than 18 inches (457 mm) or wood girders 
when closer than 12 inches (305 mm) to the exposed 
ground in crawl spaces or unexcavated area located 
within the periphery of the building foundation. 

I I 2. All wood framing members and sill plates in contact with 
> concrete or masonry foundation walls. 

3. Sills and sleepers on a concrete or masonry slab that is in 
direct contact with the ground unless separated from 
such slab by an impervious moisture barrier. 

4. The ends of wood girders entering exterior masonry or 
concrete walls having clearances of less than Vj inch 
(12.7 mm) on tops, sides and ends. 

5. Wood siding, sheathing and wall framing on the exterior 
of a building having a clearance of less than 6 inches (152 


mm) from the ground or less than 2 inches (5 1 mm) mea- 
sured vertically from concrete steps, porch slabs, patio 
slabs, and similar horizontal surfaces exposed to the 
weather. 

6. Wood structural members supporting moisture-perme- 
able floors or roofs that are exposed to the weather, such 
as concrete or masonry slabs, unless separated from such 
floors or roofs by an impervious moisture barrier. 

7. Wood furring strips or other wood framing members 
attached directly to the interior of exterior masonry walls 
or concrete walls below grade except where an approved 
vapor retarder is applied between the wall and the furring 
strips or framing members. 

R317.1.1 Field treatment. Field-cut ends, notches and 
drilled holes of preservative-treated wood shall be treated in 
the field in accordance with AWPA M4. 

R317.1.2 Ground contact. All wood in contact with the 
ground, embedded in concrete in direct contact with the 
ground or embedded in concrete exposed to the weather that 
supports permanent structures intended for human occu- 
pancy shall be approved pressure-preservative-treated 
wood suitable for ground contact use, except untreated 
wood may be used where entirely below groundwater level 
or continuously submerged in fresh water. 

R317.1.3 Geographical areas. In geographical areas 
where experience has demonstrated a specific need, 
approved naturally durable or pressure-preservative-treated 
wood shall be used for those portions of wood members that 
form the structural supports of buildings, balconies, porches 
or similar permanent building appurtenances when those 
members are exposed to the weather without adequate pro- 
tection from a roof, eave, overhang or other covering that 
would prevent moisture or water accumulation on the sur- 
face or at joints between members. Depending on local 
experience, such members may include; 

1. Horizontal members such as girders, joists and deck- 
ing. 

2. Vertical members such as posts, poles and columns. 

3. Both horizontal and vertical members. 

R317,1.4 Wood columns. Wood columns shall be 
approved wood of natural decay resistance or approved 
pressure-preservative-treated wood. 

Exceptions: 

1. Columns exposed to the weather or in basements 
when supported by concrete piers or metal pedes- 
tals projecting 1 inch (25.4 mm) above a concrete 
floor or 6 inches (152 mm) above exposed earth 
and the earth is covered by an approved impervi- 
ous moisture barrier. 

2. Columns in enclosed crawl spaces or unexcavated 
areas located within the periphery of the building 
when supported by a concrete pier or metal pedes- 
tal at a height more than 8 inches (203mm) from 
exposed earth and the earth is covered by an imper- 
vious moisture barrier. 


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2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


R317.1.5 Exposed glued-Iaminated timbers. The portions 
of glued-Iaminated timbers that form the structural supports 
of a building or other structure and are exposed to weather 
and not properly protected by a roof, eave or similar covering 
shall be pressure treated with preservative, or be manufac- 
mred from naturally durable or preservative-treated wood. 

R317.2 Quality mark. Lumber and plywood required to be pres- 
I sure-preservative-treated in accordance with Section R3 1 7. 1 shall 
bear the quality mark of m approved inspection agency that main- 
tains continuing supervision, testing and inspection over the qual- 
ity of the product and that has been approved by an accreditation 
body that complies with the requirements of the American Lum- 
ber Standard Committee treated wood program. 

R317.2.1 Required information. The required quality 
mark on each piece of pressure-preservative-treated lumber 
or plywood shall contain the following information: 

1. Identification of the treating plant. 

2. Type of preservative. 

3. The minimum preservative retention. 

4. End use for which the product was treated. 

5. Standard to which the product was treated. 

6. Identity of the approved inspection agency. 

7. The designation “Dry,” if applicable. 

Exception: Quality marks on lumber less than 1 
inch (25.4 mm) nominal thickness, or lumber less 
than nominal 1 inch by 5 inches (25.4 mm by 127 
mm) or 2 inches by 4 inches (51 mm by 102 mm) 
or lumber 36 inches (914 mm) or less in length 
shall be applied by stamping the faces of exterior 
pieces or by end labeling not less than 25 percent 
of the pieces of a bundled unit. 

R317.3 Fasteners and connectors in contact with preserva- 
tive-treated and fire-retardant-treated wood. Fasteners and 
connectors in contact with preservative-treated wood and 
fire-retardant-treated wood shall be in accordance with this 
section. The coating weights for zinc-coated fasteners shall be 
in accordance with ASTM A 153. 

R317.3.1 Fasteners for preservative-treated wood. Fas- 
teners for preservative-treated wood shall be of hot dipped 
zinc-coated galvanized steel, stainless steel, silicon bronze 
or copper. Coating types and weights for connectors in con- 
tact with preservative-treated wood shall be in accordance 
with the connector manufacturer’s recommendations. In the 
absence of manufacturer’s recommendations, a minimum 
of ASTM A 653 type G185 zinc-coated galvanized steel, or 
equivalent, shall be used. 

Exceptions: 

1 . One-half-inch (12.7 mm) diameter or greater steel 
bolts. 

2. Fasteners other than nails and timber rivets shall be 
permitted to be of mechanically deposited zinc 
coated steel with coating weights in accordance 
with ASTM B 695, Class 55 minimum. 


R317.3.2 Fastenings for wood foundations. Fastenings 
for wood foundations shall be as required in AF&PA PWF. 

R317.3.3 Fasteners for fire-retardant-treated wood used 
in exterior applications or wet or damp locations. Fas- 
teners for fire-retardant-treated wood used in exterior appli- 
cations or wet or damp locations shall be of hot-dipped 
zinc-coated galvanized steel, stainless steel, silicon bronze 
or copper. Fasteners other than nails and timber rivets shall 
be permitted to be of mechanically deposited zinc-coated 
steel with coating weights in accordance with ASTM B 695, 
Class 55 minimum. 

R317.3.4 Fasteners for fire-retardant-treated wood used 
in interior applications. Fasteners for fire-retardant- 
treated wood used in interior locations shall be in accor- 
dance with the manufacturer’s recommendations. In the 
absence of the manufacturer’s recommendations. Section 
R3 17.3.3 shall apply. 

R317.4 Wood/piastic composites. Wood/plastic composites 
used in exterior deck boards, stair treads, handrails and guard- 
rail systems shall bear a label indicating the required perfor- 
mance levels and demonstrating compliance with the 
provisions of ASTM D 7032. 

R317.4.1 Wood/plastic composites shall be installed in 
accordance with the manufacturer’s instructions. 


SECTION R318 
MOISTURE CONTROL 

R318.1 Vapor retarders. In all framed walls, floors and 
roof/ceilings comprising elements of the building thermal 
envelope, a vapor retarder shall be installed on the warm- 
in-winter side of the insulation. 

Exceptions: 

1 . In construction where moisture or freezing will not 
damage the materials. 

2. Where the framed cavity or space is ventilated to 
allow moisture to escape. 

R318.2 Moisture content. Prior to the installation of interior 
finishes, the building official shall be notified in writing by the 
general contractor that all moisture-sensitive wood framing 
members used in construction have a moisture content of not 
more than 19 percent of the weight of dry wood framing mem- 
bers. 


SECTION R319 
SITE ADDRESS 


R319.1 Address numbers. Buildings shall have approved 
address numbers, building numbers or approved building iden- 
tification placed in a position that is plainly legible and visible 
from the street or road fronting the property. These numbers 
shall contrast with their background. Where access is by means 
of a private road and the building address cannot be viewed 
from the public way, a monument, pole or other sign or means 
shall be used to identify the structure. 




2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-39 



BUILDING PLANNING 


SECTION R320 
ACCESSIBILITY 

R320.1 Scope. Dwelling units required to be accessible by 
ORS 447.231 shall comply with Chapter 11 of the Building 
Code as applicable. 


SECTION R321 

ELEVATORS AND PLATFORM LIFTS 

R321.1 Elevators. Where provided, passenger elevators, lim- 
ited-use/limited-application elevators or private residence ele- 
vators shall comply with ASME A17.1. 

R321.1.1 Permits. Pursuant to the Elevator Safety Laws, 
ORS Chapter 460, an application, plan review and permit 
for elevators, dumbwaiters, vertical and inclined wheelchair 
lifts, and stairway chair lifts, installed in private residences, 
must be obtained from Building Codes Division, Elevator 
Safety Program (ORS 460.035). 

R321.2 Platform lifts. Where provided, platform lifts shall 
comply with ASME A 18.1. 

R321.3 Accessibility. Elevators or platform lifts in covered 
multifamily dwellings shall comply with Chapter 11 of the 
Building Code. 


SECTION R322 

FLOOD-RESISTANT CONSTRUCTION 

R322.1 General. Buildings and structures constructed in 
whole or in part in flood hazard areas (including A or V Zones) 
as identified by the local jurisdiction shall be designed and con- 
structed in accordance with the provisions contained in this 
section. 

Exception: Buildings and structures located in whole or in 
part in identified floodways shall be designed and con- 
structed in accordance with ASCE 24. 

R322.1.1 Alternative provisions. As an alternative to the 
requirements in Section R322.3 for buildings and structures 
located in whole or in part in coastal high-hazard areas (V 
Zones), ASCE 24 is permitted subject to the limitations of 
this code and the limitations therein. 

R322.1.2 Structural systems. All structural systems of all 
buildings and structures shall be designed, connected and 
anchored to resist flotation, collapse or permanent lateral 
movement resulting from hydrodynamic and hydrostatic 
loads and stresses, including the effects of buoyancy. 

R322.1.3 Flood-resistant construction. All buildings and 
structures erected in areas prone to flooding shall be con- 
structed by methods and practices that minimize flood dam- 
age. 

R322.1.4 Establishing the design flood elevation. The 

design flood elevation shall be used to define areas prone to 
flooding. At a minimum, the design flood elevation is the 
higher of: 

1. The base flood elevation at the depth of peak eleva- 
tion of flooding (including wave height) which has a 1 


percent (100-year flood) or greater chance of being 
equaled or exceeded in any given year, or 

2. The elevation of the design flood associated with the 
area designated on a flood hazard map adopted by the 
local jurisdiction, or otherwise legally designated. 

R322. 1.4.1 Determination of design flood elevations. 

If design flood elevations are not specified, the building 
official is authorized to require the applicant to: 

1. Obtain and reasonably use data available from a 
federal, state or other souree; or 

2. Determine the design flood elevation in accor- 
dance with accepted hydrologic and hydraulic 
engineering practices used to define special flood 
hazard areas. Determinations shall be undertaken 
by a registered design professional who shall doc- 
ument that the technical methods used reflect cur- 
rently accepted engineering practice. Studies, 
analyses and computations shall be submitted in 
sufficient detail to allow thorough review and 
approval. 

R322.1.4.2 Determination of impacts. In riverine flood 
hazard areas where design flood elevations are specified 
but floodways have not been designated, the applicant 
shall demonstrate that the effect of the proposed build- 
ings and structures on design flood elevations, including 
fill, when combined with all other existing and antici- 
pated flood hazard area encroachments, will not increase 
the design flood elevation more than 1 foot (305 mm) at 
any point within the jurisdiction. 

R322.1.5 Lowest floor. The lowest floor shall be the floor 
of the lowest enclosed area, including basement, but exclud- 
ing any unfinished flood-resistant enclosure that is useable 
solely for vehicle parking, building access or limited storage 
provided that such enclosure is not built so as to render the 
building or structure in violation of this section. 

R322.1.6 Protection of mechanical and electrical systems. 

Electrical systems, equipment and components; heating, ven- 
tilating, air conditioning; plumbing appliances and plumbing 
fixtures; duct systems', and other service equipment shall be 
located at or above the elevation required in Section R322.2 
(flood hazard areas including A Zones) or R322.3 (coastal 
high-hazard areas including V Zones). If replaced as part of a 
substantial improvement, electrical systems, equipment and 
components; heating, ventilating, air conditioning and 
plumbing appliances and plumbing fixtures; duct systems', 
and other service equipment shall meet the requirements of 
this section. Systems, fixtures, and equipment and compo- 
nents shall not be mounted on or penetrate through walls 
intended to break away under flood loads. 

Exception: Locating electrical systems, equipment and 
components; heating, ventilating, air conditioning; 
plumbing appliances and plumbing fixtures; duct sys- 
tems', and other service equipment is permitted below the 
elevation required in Section R322.2 (flood hazard areas 
including A Zones) or R322.3 (coastal high-hazard areas 
including V Zones) provided that they are designed and 
installed to prevent water from entering or accumulating 


3-40 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


within the components and to resist hydrostatic and 
hydrodynamic loads and stresses, including the effects 
of buoyancy, during the occurrence of flooding to the 
design flood elevation in accordance with ASCE 24. 
Electrical wiring systems are permitted to be located 
below the required elevation provided they conform to 
the provisions of the Electrical Code for wet locations. 

R322.1.7 Protection of water supply and sanitary sew- 
age systems. New and replacement water supply systems 

> shall minimize or eliminate infiltration of flood waters into 
the systems in accordance with the plumbing provisions of 
this code. New and replacement sanitary sewage systems 

> shall minimize or eliminate infiltration of floodwaters into 
systems and discharges from systems into floodwaters in 

> accordance with the plumbing provisions of this code. 

R322.1.8 Flood-resistant materials. Building materials 
used below the elevation required in Section R322.2 (flood 
hazard areas including A Zones) or R322.3 (coastal high- 
hazard areas including V Zones) shall comply with the fol- 
lowing: 

1. All wood, including floor sheathing, shall be pres- 
sure-preservative-treated in accordance with AWPA 
U1 for the species, product, preservative and end use 
or be the decay-resistant heartwood of redwood, 
black locust or cedars. Preservatives shall be listed in 
Section 4 of AWPA Ul. 

2. Materials and installation methods used for flooring 
and interior and exterior walls and wall coverings 
shall conform to the provisions of FEMA/FIA-TB-2. 

R322.1.9 Manufactured homes. New or replacement 
manufactured homes shall be elevated in accordance with 
Section R322.2 or Section R322.3 in coastal high-hazard 
areas (V Zones). The anchor and tie-down requirements of 
Sections AElOl and AE102 of Appendix E shall apply. The 
foundation and anchorage of manufactured homes to be 
located in identified floodways shall be designed by a regis- 
tered design professional and constructed in accordance 
with ASCE 24. 

R322.1.10 As-built elevation documentation. A regis- 
tered design professional shall prepare and seal documenta- 
tion of the elevations specified in Section R322.2 or R322.3. 

R322.2 Flood hazard areas (including A Zones). All areas 
that have been determined to be prone to flooding but not sub- 
ject to high velocity wave action shall be designated as flood 
hazard areas. Flood hazard areas that have been delineated as 
subject to wave heights between 1 Vj feet (457 mm) and 3 feet 
(914 mm) shall be designated as Coastal A Zones. All building 
and structures constructed in whole or in part in flood hazard 
areas shall be designed and constructed in accordance with 
Sections R322.2.1 through R322.2.3. 

R322.2.1 Elevation requirements. For the purposes of 
Section R322, required elevations shall be a minimum of 1 
foot (305 mm) above the design flood elevation unless 
increased by the local jurisdiction under the authority of 





National Flood Insurance Program (NFIP) incorporated in 
423 U.S.C. 40001-4128. 

1. Buildings and structures in flood hazard areas not 
designated as Coastal A Zones shall have the lowest 
floors elevated at least 1 foot above the design flood I 
elevation. 

2. Buildings and structures in flood hazard areas desig- 
nated as Coastal A Zones shall have the lowest floors 
elevated to or above the base flood elevation plus 1 
foot (305 mm), or to the design flood elevation, 
whichever is higher. 

3. In areas of shallow flooding (AO Zones), buildings 
and structures shall have the lowest floor (including 
basement) elevated at least as high above the highest 
adjacent grade 1 foot above as the depth number 
specified in feet on the FIRM, or at least 3 feet (915 
mm) if a depth number is not specified. 

4. Basement floors that are below grade on all sides 
shall be elevated at least 1 foot above the design flood | 
elevation. 

Exception: Enclosed areas below the design flood eleva- 
tion, including basements whose floors are not below 

grade on all sides, shall meet the requirements of Section 

R322.2.2. 

5. The finished ground level of an under-floor space 
such as a crawl space shall be equal to or higher than 
the outside finished ground level. 

Exception: Under-floor spaces that meet the 

requirements of FEMA/FIA-TB-11. 

R322.2.2 Enclosed area below design flood elevation. 

Enclosed areas, including crawl spaces, that are below the 
design flood elevation shall: 

1. Be used solely for parking of vehicles, building 
access or storage. 

2. Be provided with flood openings that meet the fol- 
lowing criteria: 

2.1. There shall be a minimum of two openings on 
different sides of each enclosed area; if a 
building has more than one enclosed area be- 
low the design flood elevation, each area shall 
have openings on exterior walls. 

2.2. The total net area of all openings shall be at 
least 1 square inch (645 mm^) for each square 
foot (0.093 m^) of enclosed area, or the open- 
ings shall be designed and the construction 
documents shall include a statement by a reg- 
istered design professional that the design of 
the openings will provide for equalization of 
hydrostatic flood forces on exterior walls by 
allowing for the automatic entry and exit of 
floodwaters as specified in Section 2. 6. 2. 2 of 
ASCE 24. 

2.3. The bottom of each opening shall be 1 foot 
(305 mm) or less above the adjacent ground 
level. 



2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-41 



BUILDING PLANNING 


2.4. Openings shall be not less than 3 inches (76 
mm) in any direction in the plane of the wall. 

2.5. Any louvers, screens or other opening covers 
shall allow the automatic flow of floodwaters 
into and out of the enclosed area. 

2.6. Openings installed in doors and windows, that 
meet requirements 2.1 through 2.5, are ac- 
ceptable; however, doors and windows with- 
out installed openings do not meet the 
requirements of this section. 

R322.2.3 Foundation design and construction. Founda- 
tion walls for all buildings and structures erected in flood 
hazard areas shall meet the requirements of Chapter 4. 

Exception; Unless designed in accordance with Section 
R404: 

1. The unsupported height of 6-inch (152 mm) plain 
masonry walls shall be no more than 3 feet (914 
mm). 

2. The unsupported height of 8-inch (203 mm) plain 
masonry walls shall be no more than 4 feet (1219 
mm). 

3. The unsupported height of 8-inch (203 mm) rein- 
forced masonry walls shall be no more than 8 feet 
(2438 mm). 

For the purpose of this exception, unsupported 
height is the distance from the finished grade of the 
under-floor space and the top of the wall. 

R322.3 Coastal high-hazard areas (including V Zones). 

Areas that have been determined to be subject to wave heights 
in excess of 3 feet (914 mm) or subject to high-velocity wave 
action or wave-induced erosion shall be designated as coastal 
high-hazard areas. Buildings and structures constructed in 
whole or in part in coastal high-hazard areas shall be designed 
and constructed in accordance with Sections R322.3.1 through 
R322.3.6. 

R322.3.1 Location and site preparation. 

1 . New buildings and buildings that are determined to be 
substantially improved pursuant to Section 
R 105. 3. 1.1, shall be located landward of the reach of 
mean high tide. 

2. For any alteration of sand dunes and mangrove stands 
the building official shall require submission of an 
engineering analysis which demonstrates that the pro- 
posed alteration will not increase the potential for 
flood damage. 

R322.3.2 Elevation requirements. 

1. All buildings and structures erected within coastal 
high hazard areas shall be elevated so that the lowest 
portion of all structural members supporting the low- 
est floor, with the exception of mat or raft founda- 
tions, piling, pile caps, columns, grade beams and 
bracing, is: 

1.1. Located at least 1 foot (305 mm) above the de- 
sign flood elevation, if the lowest horizontal 
structural member is oriented parallel to the 


direction of wave approach, where parallel 
shall mean less than or equal to 20 degrees 
(0.35 rad) from the direction of approach, or 

1.2. Located at the base flood elevation plus 1 foot 
(305 mm), or the design flood elevation, 
whichever is higher, if the lowest horizontal 
structural member is oriented perpendicular 
to the direction of wave approach, where per- 
pendicular shall mean greater than 20 degrees 
(0.35 rad) from the direction of approach. 

2. Basement floors that are below gradeon all sides are 
prohibited. 

3. The use of fill for structural support is prohibited. 

4. Minor grading, and the placement of minor quantities 
of fill, shall be permitted for landscaping and for 
drainage purposes under and around buildings and for 
support of parking slabs, pool decks, patios and walk- 
ways. 

Exception: Walls and partitions enclosing areas 
below the design flood elevation shall meet the 
requirements of Sections R322.3.4 and R322.3.5. 

R322.3.3 Foundations. Buildings and structures erected in 
coastal high-hazard areas shall be supported on pilings or 
columns and shall be adequately anchored to those pilings 
or columns. Pilings shall have adequate soil penetrations to 
resist the combined wave and wind loads (lateral and uplift). 
Water loading values used shall be those associated with the 
design flood. Wind loading values shall be those required by 
this code. Pile embedment shall include consideration of 
decreased resistance capacity caused by scour of soil strata 
surrounding the piling. Pile systems design and installation 
shall be certified in accordance with Section R322.3.6. Mat, 
raft or other foundations that support columns shall not be 
permitted where soil investigations that are required in 
accordance with Section R401.4 indicate that soil material 
under the mat, raft or other foundation is subject to scour or 
erosion from wave-velocity flow conditions. Slabs, pools, 
pool decks and walkways shall be located and constructed 
to be structurally independent of buildings and structures 
and their foundations to prevent transfer of flood loads to 
the buildings and structures during conditions of flooding, 
scour or erosion from wave-velocity flow conditions, unless 
the buildings and structures and their foundation are 
designed to resist the additional flood load. 

R322.3.4 Walls below design flood elevation. Walls and 
partitions are permitted below the elevated floor, provided 
that such walls and partitions are not part of the structural 
support of the building or structure and: 

1 . Electrical, mechanical, and plumbing system compo- 
nents are not to be mounted on or penetrate through 
walls that are designed to break away under flood 
loads; and 

2. Are constructed with insect screening or open lattice; 
or 

3. Are designed to break away or collapse without caus- 
ing collapse, displacement or other structural damage 


3-42 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


to the elevated portion of the building or supporting 
foundation system. Such walls, framing and connec- 
tions shall have a design safe loading resistance of not 
less than 10 (479 Pa) and no more than 20 pounds per 
square foot (958 Pa); or 

4. Where wind loading values of this code exceed 20 
pounds per square foot (958 Pa), the construction 
documents shall include documentation prepared and 
sealed by a registered design professional that: 

4.1. The walls and partitions below the design 
flood elevation have been designed to col- 
lapse from a water load less than that which 
would occur during the design flood. 

4.2. The elevated portion of the building and sup- 
porting foundation system have been designed 
to withstand the effects of wind and flood loads 
acting simultaneously on all building compo- 
nents (structural and nonstructural). Water 
loading values used shall be those associated 
with the design flood. Wind loading values 
shall be those required by this code. 

R322.3.5 Enclosed areas below design flood elevation. 

Enclosed areas less than 1 foot (305 mm) above the design 
flood elevation shall be used solely for parking of vehicles, 
building access or storage. 

R322.3.6 Construction documents. The construction doc- 
uments shall include documentation that is prepared and 
sealed by a registered design professional that the design 
and methods of construction to be used meet the applicable 
criteria of this section. 


SECTION R323 
STORM SHELTERS 

R323.1 General. This section applies to the construction of 
storm shelters when constructed as separate detached buildings 
or when constructed as safe rooms within buildings for the pur- 
pose of providing safe refuge from storms that produce high 
winds, such as tornados and hurricanes. In addition to other 
applicable requirements in this code, storm shelters shall be 
constructed in accordance with ICC/NSSA-500. 


R324.2 Scope. The provisions of this section shall apply to 
dwellings required to be protected against wildfire by a juris- 
diction which has adopted wildfire zoning regulations. 

R324.3 Wildfire hazard zone. A wildfire hazard zone is an 
area legally determined by a jurisdiction to have special haz- 
ards caused by a combination of combustible natural fuels, 
topography and climatic conditions that result in a significant 
hazard of catastrophic fire over relatively long periods each 
year. Wildfire hazard zones shall be determined using criteria 
established by the Oregon Department of Forestry. 

R324.3.1 Wildfire hazard zone requirements. Dwellings 
and their accessory structures shall be protected against 
wildfire by the following requirement in addition to other 
requirements of this code. 

R324.3.1.1 Roofing. Roofing shall be asphalt shingles in 
accordance with Section R905.2, slate shingles in accor- 
dance with Section R905.6, metal roofing in accordance 
with Section R905.4, tile, clay or concrete shingles in 
accordance with Section R905.3 and other approved 
roofing which is deemed to be equivalent to a minimum 
Class C rated roof covering. Untreated wood shingle and 
shake roofs are not permitted when the construction site 
is in a wildfire hazard zone as determined by Section 
R324.3. 

R324.3.1.2 Reroofmg or repair of roofing of existing 
buildings. When 50 percent or more of the roof covering 
of any building is repaired or replaced within one year, 
the roof covering shall be made to comply with this sec- 
tion and attic ventilation shall be made to comply with 
this code. Ventilation openings shall be protected with 
corrosion-resistant wire mesh, not greater than Vj-inch 
(12.7 mm) or less than Vg-inch (3.2 mm) in any dimen- 
sion. 


SECTION R324 

WILDFIRE HAZARD MITIGATION 

R324.1 Purpose. The purpose of this section is to provide min- 
imum standards for dwellings and their accessory structures 
located in or adjacent to vegetated areas subject to wildfires, to 
reduce or eliminate hazards presented by such fires. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-43 



BUILDING PLANNING 


ROOF SHEATHING 


ROOF FRAMING 
PERPENDICULAR 
TO PROPERTY 
LINE FIREWALL 


FIREBLOCK@ 
CEILING AND 
FLOOR LEVEL 


STC RATING OF 45 


SUBFLOOR 
(PERMITTED TO 
RUN CONTINUOUS 
OVERf; 


5/8" TYPE"X" 
GYPSUM BOARD 
EACH SIDE OF 
EACH WALL 



EDGE NAILING 


"BEVELED" 
DOUBLE 2x 
BLOCKING @ 
EACH BAY 


CONTINUOUS RIM 
JOIST w/ 2x 
BLOCKING @ 
EACH BAY 


FLOOR FRAMING 
PERPENDICULAR 
TO PROPERTY 
LINE FIREWALL 


1" AIR SPACE 
CLEAR BETWEEN 
WALLS. FIRE 
BLOCK® lO'-O" o.c. 
HORIZ. AND VERT. 


For SI: 1 inch = 25.4 mm. 


FIGURE R302.2 (a) 

TWO 1-HOUR FIREWALLS PERPENDICULAR TO COMMON PROPERTY LINE 


3-44 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


BUILDING PLANNING 


4'-0” 

NO OPENINGS ALLOWED 


FIRE RETARDENT PLYWOOD 
OR ROOF SHEATHING OVER 
5/8" TYPE "X" GYP. BOARD 


4'-0" 

NO OPENINGS ALLOWED 


EDGE 

NAILING 




1/2" GYPSUM 
BRD MIN. 


1 


r 





OPTION® 



/-UNPROTECTED 
f ROOF SHEATHING 


ROOF TRUSSES 
@ 24" o.c. 

FIREBLOCK. @ 
CEILING AND 
FLOOR LEVEL 


SUBFLOOR 
(PERMIT lED TO 
RUN CONTINUOUS 
OVER £) 


(2) 1-HOUR WALLS. EXTEND 
TO ROOF SHEATHING 

1" AIR SPACE CLEAR 
BEITVEEN WALLS. FIRE 
BLOCK @ lO’-O" o.c. 

HORIZ. AND VERT. 


OPTION (B 


NON-BEARING GABLE 
END TRUSS OR 
FRAMED WALL 

(2) LAYERS OF 5/8" ^ 
TYPE "X" GYP. BRD. 

CONTINUOUS 
DOUBLE RIM 
JOIST 

STC OF NOT LESS 
THAN 45 


FLOOR FRAMING 
PARALLEL 
TO PROPERTY 
LINE FIREWALL 

* ALTERNATIVELY: 

(1) LAYER OF TYPE “X” 

GYP. BRD. MAY BE USED WHEN 
ROOF IS "STICK-FRAMED" 

WITH CEILING JOISTS SPACED 
@ 16" O.C. MAX 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 


FIGURE R302.2 (b) 

TWO 1-HOUR FIREWALLS PARALLEL TO COMMON PROPERTY LINE 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-45 



BUILDING PLANNING 


ROOF SHEATHING 


ROOF FRAMING 
PERPENDICULAR 
TO PROPERTY 
LINE FIREWALL 


FIREBLOCK@ 
CEILING AND 
FLOOR LEVEL 


SOUND TRANSMISSION 
CONTROL R A'I ING 
(STC) NOT LESS THAN 45 


SUBFLOOR 

(PERMITTED TO 
RUN CONTINUOUS 
OVER PROPERTY LINE) 



EDGE NAILING 


"BEVELED" 
TRIPLE 2x 
BLOCKING @ 
EACH BAY 


(2) LAYERS 
5/8" TYPE "X" 
GYPSUM BOARD 


CONTINUOUS RIM 
JOIST w/ DOUBLE 
2x BLOCKING© 
EACH BAY 


FLOOR FRAMING 
PERPENDICULAR 
TO PROPJiRTY 
LINE FIREWALL 


1" AIR SPACE 
CLEAR BETWEEN 
WALLS. FIRE 
BLOCK© lO’-O" o.c. 
HORIZ. AND VERT. 


For SI: 1 inch = 25.4 mm. 


FIGURE R302.2 (c) 

MODIFIED” 2-HOUR FIREWALL PERPENDICULAR TO COMMON PROPERTY LINE 


3-46 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


For SI: 


NO OPENINGS ALLOWED 


FIRE RETARDENT PLYWOOD 
OR ROOF SHEATHING OVER 
5/8" TYPE "X" GYP. BOARD 


(2) LAYERS 
5/8" TYPE "X" 
GYP. BRD. 

GYPSUM 
BRD, MIN. ' 


NO OPENINGS ALLOWED 


OPTION @ 


PREFAB ROOF 
TRUSSES 
@ 24" o.c. 

FIREBLOCK @ 
CEILING AND 
FLOOR LEVEL 


STC NOT LESS THAN 
45 


SUBFLOOR 
(PERMITI'EDTO 
RUN CONTINUOUS 
OVER PROPERTY LINE 


(2) LAYERS OF 5/8" 
TYPE "X" GYP. BRD. 

I" AIR SPACE CLEAR 
BETWEEN WALLS. FIRE 
BLOCK® lO'-O" o.c. 
HORIZ. AND VER T. 



UNPROTECTED 
ROOF SHEATHING 

1 


I 


FURRED 2x 
STUDS @ 

24" o.c. MAX. 


OPTION (B 


NON-BEARING GABLE 
END TRUSS 


(2) LAYERS OF 5/8" 4 : 

TYPE "X" GYP. BRD. 

CONTINUOUS 
TRIPLE RIM 
JOIST 

FLOOR FRAMING 
PARALLEL 
TO PROPERTY 
LINE FIREWALL 


(l)LAYI-R OF '4" TYPE "X" 

GYP. BRD. MAY BE USED WHEN 
ROOF IS "STICR-FRAMED" 

WITH CEILING JOISTS SPACED 
m 16" o.c. MAX 


1 inch = 25.4 mm, I foot = 304.8 mm. 


FIGURE R302.2 (d) 

“MODIFIED” 2-HOUR FIREWALL PERPENDICULAR TO COMMON PROPERTY LINE 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-47 



BUILDING PLANNING 




Decks built within 3 feet of a property line are to be protected at the property 
line with one-hour walls that extend from grade level to a minimum height of 
36 inches above the deck, or Ihe height of the guardrail, whichever is greater. 



Decks built at least 3 feet away from the property line may be non-rated 
construction. 


For SI: 1 foot = 304.8 mm. 


FIGURE R302.2.2.1 

DECK CONSTRUCTION WITHIN THREE FEET OF COMMON PROPERTY LINE 


3-48 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


For SI: 



NOTES: 




Oiie-hour wall, without openings, continuing from common property line, 
extending 4 feet perpendicularly from the property line, across the front of 
the dwelling unit. Tliis wall is to extend from the foundation of the 
dwelling unit to the upper most roof sheathing of the porch. 

Stairways which are closer than 3 feet to the property line shall be of 
one-hour, modified heavy timber, or non-combustible construction. (See 
Figure R302.2.2.3) 

Roof construction shall be as for property line construction. 



@ 


If a porch soffit is provided, the soffit .shall be of %" type "x" gypsum 
sheathing, without openings, for its full depth and width. 


1 inch = 25.4 mm, 1 foot = 304.8 mm. 


FIGURE R302.2.2.2 

COVERED PORCH AT COMMON PROPERTY LINE 


20t1 OREGON RESIDENTIAL SPECIALTY CODE 


3-49 







BUILDING PLANNING 



OPTION (A) 



OPTION ® 

NOTE: 

FOR UNCOVERED PORCHES SERVING NO MORE THAN TWO UNITS, 
A COMMON STAIR MAY BE PROVIDED WITH A MINIMUM WIDTH OP 
44 INCHES AND BE OF NON-COMBUSTIBLE OR HEAVY TIMBER 
CONSTRUCTION. 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm. 


FIGURE R302.2.2.3 
EXTERIOR STAIRWAY 


3-50 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 





£ 



For SI: 1 inch = 25.4 mm. 


FIGURE R302.2.2 

STRINGER PENETRATIONS OF FIREWALL AT COMON PROPERTY LINE 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-51 




BUILDING PLANNING 



* 


"STICK-FRAMED" ROOFS w/ 
CEILING JOISTS @ 24" ox. 
SHALL HAVE (2) LAYERS 
OF 5/8" TYPE "X" GYPSUM 
BOARD AT CEILING. 


For SI: I inch = 25.4 mm, 1 foot = 304.8 mm. 


BLOCK© 10'-0"o.c. 
HORIZ. AND VERT. 


NOTE: 

DETAIL SIMILAR AT "MODIFIED" 

2-HR PROPERTY LINE FIREWALL 

SEE FIGURE AO103.7.3.1(d) FOR ADDITIONAL 

INFORMATION. 


FIGURE R302.2.4.1 

FIRE-RESISTANCE-RATED ROOF/CEILING CONSTRUCTION- 
"MUSHROOM” ATTIC ENCLOSURE FRAMING PARALLEL TO COMMON PROPERTY LINE 


3-52 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 


£ 


-I'."' I iU'’ 



£ 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 


FIGURE R302.2.4.3(a) 

UNRATED CRICKET LESS THAN OR EQUAL TO 30 INCHES 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-53 



BUILDING PLANNING 



4'-0" MIN. 

4’-0" MIN. 

EDGE 

pi LING 1 

1 — VENTILATION 

f PERMITl'ED WHEN I 

/ PENETRATION OF 


NON-RATED 

CRICKET 

SHEATHING 


LOWER SHEATHING 
OCCURS 



ROOF SHEATHING 
REQUIRED TO BE 
PROTF-CTED. 

REF. FIGURE R302.2.4.3(a) 

(NO PENETRATIONS 
ALLOWED IN THIS AREA) 


"MODIFIED" 2-HR 
PROPERTY LINE 
FIREWALL 


NOTES: 

1. DETAIL IS SIMILAR WHEN A (2) I -HR 
PROPERTY LINE FIREWALL IS USED. 

2. SEE FIGURE R302.2(c) FOR ADDEHONAL INFORMATION. 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 


FIGURE R302.2.4.3 (b) 

UNRATED CRICKET LESS THAN OR EQUAL TO 30 INCHES 


3-54 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



BUILDING PLANNING 



NOTES: 

1. DETAIL IS SIMILAR WHEN A "MODIFIED" 2-HOUR 
PROPERTY LINE FIREWALL IS USED. 

2. SEE FIGURE R302.2(a) FOR ADDITIONAL INFORMATION. 


FIGURE R302.2.4.3 (c) 

RATED CRICKET GREATER THAN 30 INCHES 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-55 



BUILDING PLANNING 



SW = Possible shear wall location 


FIGURE R302.2.5 

STRUCTURAL DESIGN APPROACH 


3-56 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





BUILDING PLANNING 


FLOOR JOIST 
PERPENDICUI.AR 


CONTINUOUS 
RIM JOIST w/ 2x 
BLOCKING @ 
EACH BAY (2 reqd.) 


COMMON FOUNDATION - 
SIZE AND REINFORCEMENT 
ILEQUIREMENTS PER 
STRUCTURAL DESIGN 
OR PRESCRIPTIVE 
PATH REQUIREMENTS 




[' ' 

s: 

5^ 

'1 



S' 


c 



1" AIR SPACE 
CLEAR BETWEEN 
WALLS. FIRE 
BLOCK® lO’-O" o.c. 
HORIZ. AND VERT. 


SUBFLOOR 


00 


FLOOR 

JOIST 

PARALLEL 

, GIRDER 

'beyond 


TWO 1-HOUR WALLS 


FLOOR JOIST 
PERPENDICULAR 

CONTINUOUS RIM 
JOIST w/ DOUBLE 
2x BLOCKING® 
EACH BAY (3 reqd.) 


COMMON FOUNDATION - 
SIZE AND REINFORCEMENT 
REQUIREMENTS PER 
STRUCTURAL DESIGN 
OR PRESCRIPTIVE 
PATH REQUIREMENTS 



"MODIFIED" 2-HOUR WALL 


COMPACTED 

SUBGRADE 


I" AIR SPACE 
CLEAR BETWEEN 
WALLS. FIRE 
BLOCK® lO'-O" o.c. 
HORIZ. AND VERT. 


SUBFLOOR 

FLOOR 

JOIST 

PARALLEL 

GIRDER 

BEYOND 


COMPACTED 

SUBGRADE 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 


FIGURE R302.2.10 

FOUNDATION AND FOOTING CONSTRUCTION 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


3-57 





BUILDING PLANNING 


For SI: 


FIREBLOCKING 
NAILED TO (1) 
SIDE - SPACING 
@ lO'-O" o.c. 

HORIZ. AND VERT. 
(SEE OSSC 
SECTION 708.2.2) 





PLAN 


5/8" TYPE "X" 
GYPSUM BOARD 
NAILED (1) SIDE 



Cl 


tSl r^ ' 


fees 


tsi S 


PLAN 


2-HR MEMBRANE 

PENETRATION 

FIRESTOP@WALL 


PLUMBING 
PENETRATION 


5/8" TYPE "X" 
GYPSUM BOARD 


"MODIFIED" 
2-HR WALL, 
TYP 



PLAN 


ELECTRICAL 
PENETRATION 
(POWER, PHONt; 
CABLE OR 
SIMILAR 
PENETR.ATIONS) 


5/8" ITPE "X" - 

GYPSUM BOARD 




C2 


PLAN 


NOTE: @ AND @ REFER TO ELECTRICAL PENETRATIONS ON 

OPPOSI TE SIDES OF THE WALL SPACED LESS THAN OR 
EQUAL TO 24" o.c. 


1 inch = 25.4 mm, 1 foot = 304.8 mm. 


FIGURE R302.3.2.1 

MEMBRANE PENETRATIONS FOR MODIFIED 2-HOUR WALLS 


3-58 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





CHAPTER 4 

FOUNDATIONS 


SECTION R401 
GENERAL 

R401.1 Application. The provisions of this chapter shall con- 
trol the design and construction of the foundation and founda- 
tion spaces for all buildings. In addition to the provisions of this 
chapter, the design and construction of foundations in areas 
prone to flooding as established by the local jurisdiction shall 
meet the provisions of Section R322. Wood foundations shall 
be designed and installed in accordance with AF&PA PWF. 

Exception: The provisions of this chapter shall be permit- 
ted to be used for wood foundations only in the following 
situations: 

1 . In buildings that have no more than two floors and a roof. 

2. When interior basement and foundation walls are con- 
structed at intervals not exceeding 50 feet (15 240 mm). 

Wood foundations in Seismic Design Category D, or D 2 
shall be designed in accordance with accepted engineering 
practice. 

R401.2 Requirements. Foundation construction shall be 
capable of accommodating all loads according to Section R301 
and of transmitting the resulting loads to the supporting soil. 
Where a construction Joint is created between a concrete foot- 
ing and stem wall, a means of connection shall be provided to 
accommodate lateral displacement. The connection shall be 
made by the use of a key-way or other method in accordance 
with accepted foundation design practices. Fill soils that sup- 
port footings and foundations shall be designed, installed and 
tested in accordance with accepted engineering practice. 
Gravel fill used as footings for wood and precast concrete foun- 
dations shall comply with Section R403. 

R401.3 Drainage. Surface drainage shall be diverted to a storm 
sewer conveyance or other approved point of collection that does 
not create a hazard. Lots shall be graded to drain surface water 
away from foundation walls. The grade shall fall a minimum of 
6 inches (152 mm)within the first 10 feet (3048 mm). 

Exception: Where lot lines, walls, slopes or other physical 
barriers prohibit 6 inches (152 mm) of fall within 10 feet 
(3048 mm), drains or swales or other means shall be pro- 
vided, and shall be constructed to ensure drainage away 
from the structure. Impervious surfaces within 10 feet (3048 
mm) of the building foundation shall be sloped a minimum 
of 2 percent away from the building. 

R401.4 Soil tests. Where data indicates expansive, compress- 
ible, shifting or other questionable soil characteristics are 
likely to be present, the building official shall determine 
whether to require a soil test to determine the soil’s characteris- 
tics at a particular location. This test shall be done by an 
approved agency using an approved method. 


R401.4.1 Geotechnical evaluation. In lieu of a complete 
geotechnical evaluation, the load-bearing values in Table 
R401.4.1 shall be assumed. 


TABLE R401.4.1 

PRESUMPTIVE LOAD-BEARING VALUES OF 
FOUNDATION MATERIALS" 


CLASS OF MATERIAL 

LOAD-BEARING 

PRESSURE 

(pounds per square foot) 

Crystalline bedrock 

12,000 

Sedimentary and foliated rock 

4,000 

Sandy gravel and/or gravel (GW and GP) 

3,000 

Sand, silty sand, clayey sand, silty gravel 

and clayey gravel 

(SW, SP, SM, SC, GM and GC) 

2,000 

Clay, sandy clay, silty clay, clayey silt, 
silt and sandy silt 
(CL, ML, MH and CH) 

1,500'’ 


For SI: 1 pound per square foot = 0.0479 kl^. 

a. When soil tests are required by Section R401 .4, the allowable bearing capaci- 
ties of the soil shall be part of the recommendations. 

b. Where the building official determines that in-place soils with an allowable 
bearing capacity of less than 1 ,500 psf are likely to be present at the site, the 
allowable bearing capacity shall be determined by a soils investigation. 

R401.4.2 Compressible or shifting soil. Instead of a com- 
plete geotechnical evaluation, when top or subsoils are com- 
pressible or shifting, they shall be removed to a depth and 
width sufficient to assure stable moisture content in each 
active zone and shall not be used as fill or stabilized within 
each active zone by chemical, dewatering or presaturation. 

SECTION R402 
MATERIALS 

R402.1 Wood foundations. Wood foundation systems shall be 
designed and installed in accordance with the provisions of this 
code. 

R402.1.1 Fasteners. Fasteners used below grade to attach 
plywood to the exterior side of exterior basement or crawl- 
space wall studs, or fasteners used in knee wall construc- 
tion, shall be of Type 304 or 316 stainless steel. Fasteners 
used above grade to attach plywood and all lumber-to-lum- 
ber fasteners except those used in knee wall construction 
shall be of Type 304 or 316 stainless steel, silicon bronze, 
copper, hot-dipped galvanized (zinc coated) steel nails, or 
hot-tumbled galvanized (zinc coated) steel nails. Electro- 
galvanized steel nails and galvanized (zinc coated) steel sta- 
ples shall not be permitted. 

R402.1.2 Wood treatment. All lumber and plywood shall 
be pressure-preservative treated and dried after treatment in 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-1 




FOUNDATIONS 


accordance with AWPA U1 (Commodity Specification A, 
Use Category 4B and Section 5.2), and shall bear the label 
of an accredited agency. Where lumber and/or plywood is 
cut or drilled after treatment, tbe treated surface shall be 
field treated with copper naphthenate, the concentration of 
which shall contain a minimum of 2 percent copper metal, 
by repeated brushing, dipping or soaking until the wood 
absorbs no more preservative. 

R402.2 Concrete. Concrete shall have a minimum specified 
compressive strength of f^., as shown in Table R402.2. Concrete 
subject to moderate or severe weathering as indicated in Table 
R301.2(l) shall be air entrained as specified in Table R402.2. 
The maximum weight of fly ash, other pozzolans, silica fume, 
slag or blended cements that is included in concrete mixtures for 
garage floor slabs and for exterior porches, carport slabs and 
steps that will be exposed to deicing chemicals shall not exceed 
the percentages of the total weight of cementitious materials 
specified in Section 4.2.3 of ACI 3 1 8. Materials used to produce 
concrete and testing thereof shall comply with the applicable 
standards listed in Chapter 3 of ACI 318 or ACI 332. 

R402.3 Precast concrete. Precast concrete foundations shall 
be designed in accordance with Section R404.5 and shall be 
installed in accordance with the provisions of this code and the 
manufacturer’s installation instructions. 

R402.3.1 Precast concrete foundation materials. Materi- 
als used to produce precast concrete foundations shall meet 
the following requirements. 

1 . All concrete used in the manufacture of precast con- 
crete foundations shall have a minimum compressive 
strength of 5,000 psi (34 470 kPa) at 28 days. Con- 
crete exposed to a freezing and thawing environment 
shall be air entrained with a minimum total air content 
of 5 percent. 

2. Structural reinforcing steel shall meet the require- 
ments of ASTM A 615, A 706 or A 996. The mini- 


mum yield strength of reinforcing steel shall be 
40,000 psi (Grade 40) (276 MPa). Steel reinforce- 
ment for precast concrete foundation walls shall have 
a minimum concrete cover of V 4 inch (19.1 mm). 

3. Panel-to-panel connections shall be made with Grade 
II steel fasteners. 

4. The use of nonstructural fibers shall conform to 
ASTM C 1116. 

5. Grout used for bedding precast foundations placed 
upon concrete footings shall meet ASTM C 1 107. 


SECTION R403 
FOOTINGS 

R403.1 General. All exterior walls shall be supported on con- 
tinuous solid or fully grouted masonry or concrete footings, 
crushed stone footings, wood foundations, or other approved 
structural systems which shall be of sufficient design to accom- 
modate all loads according to Section R301 and to transmit the 
resulting loads to the soil within the limitations as determined 
from the character of the soil. Footings shall be supported on 
undisturbed natural soils or engineered fill. Concrete footing 
shall be designed and constructed in accordance with the provi- 
sions of Section R403 or in accordance with ACI 332. 

R403.1.1 Minimum size. Minimum sizes for concrete and 
masonry footings shall be as set forth in Table R403.1 and 
Figure R403.1(l). The footing width, W, shall be based on 
the load-bearing value of the soil in accordance with Table 
R40 1.4.1. Spread footings shall be at least 6 inches (152 mm) 
in thickness for foundation walls supporting one floor, 7 
inches (178 mm) thick for foundation walls supporting two 
floors and 8 inches (203 mm) thick for foundation walls 
supporting three floors. Footing projections, P, shall be at 
least 2 inches (5 1 mm). The size of footings supporting piers 
and columns shall be based on the tributary load and allow- 


TABLE R402.2 

MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE 


TYPE OR LOCATION OF CONCRETE CONSTRUCTION 

MINIMUM SPECIFIED COMPRESSIVE STRENGTH* (f '„) 

Weatherinq Potential 

Neqliqible 

Moderate 

Severe 

Basement walls, foundations and other concrete not 
exposed to the weather 

2,500 

2,500 

2,500' 

Basement slabs and interior slabs on grade, except 
garage floor slabs 

2,500 

2,500 

2,500' 

Basement walls, foundation walls, exterior walls and 
other vertical concrete work exposed to the weather 

2,500 

3,000“ 

3,000“ 

Porches, carport slabs and steps exposed to the weather, 
and garage floor slabs 

2,500 

3,000“- 



3,500“- '-f 


For SI: 1 pound per square inch = 6,895 kPa. 

a. Strength at 28 days psi. 

b. See Table R301.2(l) for weathering potential. 

c. Concrete in these locations that may be subject to freezing and thawing during construction shall be air-entrained concrete in accordance with Footnote d. 

d. Concrete shall be air-entrained. Total air content (percent by volume of concrete) shall be not less than 5 percent or more than 7 percent. 

e. See Section R402.2 for maximum cementitious materials content. 

f. For garage floors with a steel troweled finish, reduction of the total air content (percent by volume of concrete) to not less than 3 percent is permitted if the specified 
compressive strength of the concrete is increased to not less than 4,000 psi. 


4-2 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




FOUNDATIONS 


able soil pressure in accordance with Table R401.4.1. For 
isolated footings, see Section R403.1.2. Footings for wood 
foundations shall be in accordance with the details set forth 
in Section R403.2, and Figures R403.1(2) and R403.1(3). 

TABLE R403.1 

MINIMUM WIDTH OF CONCRETE, 

PRECAST OR MASONRY FOOTINGS 
(Inches)' 



LOAD-BEARING VALUE OF SOIL (psf) 

1,000 

1,500 

2,000 

3,000 

Conventional light-frame construction 

1 -story 

18 

12 

12 

12 

2-storv 

23 

15 

12 

12 

3-story 

27 

18 

14 

12 

4-inch brick veneer over light frame or 8-inch hollow concrete masonry 

1 -story 

23 

15 

12 

12 

2-story 

29 

19 

13 

12 

3-story 

35 

23 

16 

12 

8-inch solid concrete or masonry, or fully grouted masonry 

1 -story 

26 

17 

13 

12 

2-story 

36 

23 

18 

12 

3-story 

45 

30 

23 

16 


For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa. 
a. Footings supporting foundations may support a roof in addition to the stipu- 
lated number of floors. Footings supporting roofs only shall be as required 
for supporting one floor. 

R403.1.2 Isolated footings. Plain isolated square or round 
footings shall be permitted subject to the limitations in Sec- 
tions R403. 1.2.1 and R403.1.2.2. 

R403.1.2.1 Isolated footings in the crawl space. Plain 
concrete isolated footings supporting a single floor sys- 
tem whose total loads do not exceed 50 pounds per 
square foot (2394 Pa) (40 pounds live load, 10 pounds 
dead load) shall be a minimum size of 18 inches in diam- 
eter by 8 inches in depth (457 mm by 203 mm) or 1.70 
square feet in plan area (15 inches square) by 8 inches in 
depth (0.12 m^ by 203 mm) when the following condi- 
tions are met: 

1. Crawl spaces are enclosed by a continuous con- 
crete or masonry foundation. 

2. Floor beam spacing does not exceed 48 inches 
(1219 mm) on center and the maximum size of 
wood floor girders is 4 inches by 8 inches (102 mm 
by 203 mm) or 6 inches by 6 inches (152 mm by 
152 mm) [see Table 502.5(3)]. 

Plain concrete isolated footings supporting other floor 
loads in an enclosed crawl space shall not exceed 6.25 
square feet in plan area (30 inches square) by 15 inches in 
depth (1905 mm by 381 mm) or 34 inches in diameter by 
17 inches in depth (864 mm by 432 mm). When the axial 
load exceeds 9,000 pounds (4086 kg), the footing shall 
be designed. 

R403.1.2.2 Outside isolated footings. Plain concrete 
isolated footings located outside of an enclosed crawl 
space shall not exceed 6.25 feet square (5.80 m^) in plan 


area by 15 inches (381 mm) in depth or 34 inches in 
diameter by 17 inches in depth (864 mm by 432 mm). 
When the axial load exceeds 9,000 pounds (4086 kg), the 
footing shall be designed. The footing shall meet the 
frost depth requirements of Table R301.2(l). 

R403.1.3 Continuous footing in Seismic Design Catego- 
ries D, and Dj. The braced wall panels at exterior walls of 
buildings located in Seismic Design Categories D, and Dj 
shall be supported by continuous footings. All required inte- 
rior braced wall panels in buildings with plan dimensions 
greater than 50 feet (15 240 mm) shall also be supported by 
continuous footings. 

R403.1.4 Seismic reinforcing. Concrete footings located in 
Seismic Design Categories D, and Dj, as established in 
Table R301.2(l), shall have minimum reinforcement. Bot- 
tom reinforcement shall be located a minimum of 3 inches 
(76 mm) clear from the bottom of the footing. 

In Seismic Design Categories D, and Dj where a con- 
struction Joint is created between a concrete footing and a 
stem wall, a minimum of one No. 4 bar shall be installed at 
not more than 4 feet (1219 mm) on center. The vertical bar 
shall extend to 3 inches (76 mm) clear of the bottom of the 
footing, have a standard hook and extend a minimum of 14 
inches (357 mm) into the stem wall. 

In Seismic Design Categories D, and Dj where a grouted 
masonry stem wall is supported on a concrete footing and 
stem wall, a minimum of one No. 4 bar shall be installed at 
not more than 4 feet (1219 mm) on center. The vertical bar 
shall extend to 3 inches (76 mm) clear of the bottom of the 
footing and have a standard hook. 

In Seismic Design Categories D, and Dj masonry stem 
walls without solid grout and vertical reinforcing are not 
permitted. 

R403.1.4.1 Foundations with stemwalls. Foundations 
with stem walls shall have installed a minimum of one 
No. 4 bar within 12 inches (305 mm) of the top of the wall 
and one No. 4 bar located 3 inches (76 mm) to 4 inches 
(102 mm) from the bottom of the footing. 

Exception: Foundations constructed monolithically 
shall be permitted to have a minimum of two No. 4 
bars placed in the footing. 

R403.1.4.2 Slabs-on-ground with turned-down foot- 
ings. Slabs on ground with turned down footings shall 
have a minimum of one No. 4 bar at the top and the bot- 
tom of the footing. 

Exception: For slabs-on-ground cast monolithically 
with the footing, locating one No. 5 bar or two No. 4 
bars in the middle third of the footing depth shall be 
permitted as an alternative to placement at the footing 
top and bottom. 

Where the slab is not cast monolithically with the foot- 
ing, No. 3 or larger vertical dowels with standard hooks 
on each end shall be provided in accordance with Figure 
R403.1.3.2. Standard hooks shall comply with Section 
R611.5.4.5. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-3 




FOUNDATIONS 



3,5 IN, MIN, 


-ft. 




:i 


* 


\\\y//A\v///T\v 

'^WV/ANW' ' 

y//\\\\ 

\\V 




k 


-w- 




GROUND SUPPORT SLAB 
WITH MASONRY WALL 
AND SPREAD FOOTING 



BASEMENT OR CRAWL SPACE 
WITH MASONRY WALL AND 
SPREAD FOOTING 




INTERIOR 


BASEMENT OR CRAWL SPACE 
WITH CONCRETE WALL AND 
SPREAD FOOTING 


BASEMENT OR CRAWL SPACE 
WITH FOUNDATION WALL 
BEARING DIRECTLY ON SOIL 


For SI: 1 inch = 25,4 mm. 


FIGURE R403.1(1) 

CONCRETE AND MASONRY FOUNDATION DETAILS 


4-4 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






FOUNDATIONS 


□ 



FLASHING 

2 X 6 IN. STUD WALL INSULATED 
AS APPROPRIATE AND WARM SIDE 
VAPOR BARRIER 


4 FT (MAX. BACKFILL) 


MIN. 3.5 IN. CONCRETE SLAB WITH- 
VAPOR BARRIER AND OPTIONAL 
1 IN. SCREED BOARD 


8 IN.- 


4 IN. GRAVEL OR CRUSHED 
STONE FILL UNDER FLOOR 
(SEE SECTION R403.2) 



2 IN. AIR GAP 

1 IN. THICK PRESSURE-PRESERVATIVE 
TREATED LUMBER OR PLYWOOD STRIP 
PROTECTING TOP OF POLYETHYLENE FILM 


PRESSURE-PRESERVATIVE 
TREATED PLYWOOD 
(SEE TABLE R404.2.3) 


6 MIL POLYETHYLENE FILM 


6 MIL POLYETHYLENE FILM 
ON CRUSHED STONE OR 
GFIAVEL BACKFILL 


- FINISH GRADE SLOPE V 2 IN. 
PER FOOT, MIN. 6 FT FROM 
WALL 


- PRESSURE-PRESERVATIVE 
TREATED 2 x 6 IN. BOTTOM PLATE 


PRESSURE-PRESERVATIVE 
TREATED 2 x 8 IN. FOOTING PLATE 


For SI: 1 inch = 25.4 num, 1 foot = 304.8 mm, 1 mil = 0.0254 mm. 


FIGURE R403.1(2) 

PERMANENT WOOD FOUNDATION BASEMENT WALL SECTION 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-5 


FOUNDATIONS 


□ PRESSURE-PRESERVATIVE TREATED 


FLOOR JOIST 


FIELD-APPLIED 2 x 6 IN. TOP PLATE 


2 X 6 IN. TOP PLATE 


6 MIL POLYETHYLENE FILM 


6 IN.- 


6 IN. GRAVEL OR CRUSHED STONE 
(SEE SECTION R403.2) 



FINISH GRADE SLOPE V 2 IN. 
PER FOOT, MIN. 6 FT FROM 
WALL 


PRESSURE-PRESERVATIVE 
TREATED 2 x 6 IN. STUD WALL 

PRESSURE-PRESERVATIVE 
TREATED PLYWOOD 
(SEE TABLE R404.2.3) 


PRESSURE-PRESERVATIVE 
TREATED 2 x 6 IN. BOTTOM PLATE 


PRESSURE-PRESERVATIVE 
TREATED 2 x 8 IN. FOOTING PLATE 


BELOW FROST LINE 


. (NOMINAL 
DIMENSIONS) 


For SI: 


1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm. 


FIGURE R403.1(3) 

PERMANENT WOOD FOUNDATION CRAWL SPACE SECTION 



For SI: 1 inch = 25.4 mm. 


FIGURE R403.1.3.2 

DOWELS FOR SLABS-ON-GROUND WITH TURNED-DOWN FOOTINGS 


4-6 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



FOUNDATIONS 


R403.1.5 Minimum depth. All exterior footings shall be 
placed at least 12 inches (305 mm) below the finished grade 
on undisturbed ground surface. Where applicable, the depth 
of footings shall also conform to Sections R403. 1.5.1 
through R403. 1.5.2. 

R403.1.5.1 Frost protection. Except where otherwise 
protected from frost, foundation walls, piers and other 
permanent supports of buildings and structures shall be 
protected from frost by one or more of the following 
methods: 

1. Extended below the frost line specified in Table 
R301.2.(l); 

2. Constructing in accordance with Section R403.3; 

3. Constructing in accordance with ASCE 32; or 

4. Erected on solid rock. 

Exceptions: 

1. Protection of freestanding accessory structures 
with an area of 600 square feet (56 m^) or less, of 
light-frame conslruction, with an eave height of 
10 feet (3048 mm) or less shall not be required. 

2. Protection of freestanding accessory structures 
with an area of 400 square feet (37 m^) or less, 
of other than light-frame construction, with an 
eave height of 10 feet (3048 mm) or less shall 
not be required. 

3. Decks not supported by a dwelling need not be 
provided with footings that extend below the 
frost line. 

Footings shall not bear on frozen soil unless the frozen 
condition is permanent. 

R403.1.5.2 Seismic conditions. In Seismic Design Cat- 
egories D, and Dj, interior footings supporting bearing 
or bracing walls and cast monolithically with a slab on 
grade shall extend to a depth of not less than 12 inches 
(305 mm) below the top of the slab. 

R403.1.6 Slope. The top surface of footings shall be level. 
The bottom surface of footings shall not have a slope exceed- 
ing one unit vertical in 10 units horizontal (10-percent slope). 
Footings shall be stepped where it is necessary to change the 
elevation of the top surface of the footings or where the slope 
of the bottom surface of the footings will exceed one unit ver- 
tical in ten units horizontal (10-percent slope). 

R403.1.7 Grounding electrodes. When concrete reinforc- 
ing bars are installed in concrete footings, the following 
requirements shall be met to provide for a grounding elec- 
trode system: 

1 . Uncoated No. 4 reinforcing bar installed not less than 
3 inches (76 mm) from the bottom of the footing and 
not less than 20 feet (6096 mm) in length encased with 
a minimum of 2 inches (51 mm) of concrete. 

2. An uncoated No. 4 reinforcing bar stubbed up at least 
12 inches (305 mm) above the floor plate line and 
tightly attached to the reinforcing bar located in the 


footing. The spliced lap of the stubbed up bar to the 
footing bar shall be a minimum of 12 inches (305 mm). 

R403.1.8 Foundation anchorage. Sill plates and walls 
supported directly on continuous foundations shall be 
anchored to the foundation in accordance with this section. 

Wood sole plates at all exterior walls on monolithic slabs, 
wood sole plates of braced wall panels at building interiors 
on monolithic slabs and all wood sill plates shall be 
anchored to the foundation with anchor bolts spaced a maxi- 
mum of 6 feet (1829 mm) on center. Bolts shall be at least Vj 
inch (12.7 mm) in diameter and shall extend a minimum of 7 
inches (178 mm) into concrete or grouted cells of concrete 
masonry units. A nut and washer shall be tightened on each 
anchor bolt. There shall be a minimum of two bolts per plate 
section with one bolt located not more than 1 2 inches (305 
mm) or less than seven bolt diameters from each end of the 
plate section. Interior bearing wall sole plates on monolithic 
slab foundation that are not part of a braced wall panel shall 
be positively anchored with approved fasteners. Sill plates 
and sole plates shall be protected against decay and termites 
where required by Sections R317 and R318. Cold-formed 
steel framing systems shall be fastened to wood sill plates or 
anchored directly to the foundation as required in Section 
R505.3.1 orR603.3.1. 

Exceptions: 

1 . Foundation anchorage, spaced as required to pro- 
vide equivalent anchorage to '/ 2 -inch-diameter 
(12.7 mm) anchor bolts. 

2. Walls 24 inches (610 mm) total length or shorter 
connecting offset braced wall panels shall be 
anchored to the foundation with a minimum of one 
anchor bolt located in the center third of the plate 
section and shall be attached to adjacent braced 
wall panels at corners as shown in Figure 
R602.10.4.4(l). 

3. Connection of walls 12 inches (305 mm) total 
length or shorter connecting offset braced wall 
panels to the foundation without anchor bolts shall 
be permitted. The wall shall be attached to adjacent 
braced wall panels at comers as shown in Figure 
R602.10.4.4(l). 


R403.1.8.1 Foundation anchorage in Seismic Design 
Categories C, D, and Dj. In addition to the requirements 
of Section R403.1.6, the following requirements shall 
apply to wood light-frame structures in Seismic Design 
Categories D, and D 2 and wood light-frame townhouses 
in Seismic Design Category C. 


1. Plate washers conforming to Section R602.11.1 
shall be provided for all anchor bolts over the full 
length of required braced wall lines. Properly sized 
cut washers shall be permitted for anchor bolts in 
wall lines not containing braced wall panels. 




2. Interior braced wall plates shall have anchor bolts 
spaced at not more than 6 feet ( 1 829 mm) on center 
and located within 12 inches (305 mm) of the ends 
of each plate section when supported on a continu- 
ous foundation. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-7 



FOUNDATIONS 


3. Interior bearing wall sole plates shall have anchor 
bolts spaced at not more than 6 feet (1829 mm) on 
center and located within 12 inches (305 mm) of 
the ends of each plate section when supported on a 
continuous foundation. 

4. In Seismic Design Category Dj, the maximum 
anchor bolt spacing shall be 4 feet (1219 mm)for 
buildings over two stories in height. 

5. Stepped cripple walls shall conform to Section 
R602.11.2. 

6. Where continuous wood foundations in accor- 
dance with Section R404.2 are used, the force 
transfer shall have a capacity equal to or greater 
than the connections required by Section 
R602.1 1.1 or the braced wall panel shall be con- 
nected to the wood foundations in accordance with 
the braced wall panel-to-f\ooT fastening require- 
ments of Table R602.3(l). 

R403.1.9 Footings on or adjacent to slopes. The place- 
ment of buildings and structures on or adjacent to slopes 
steeper than one unit vertical in three units horizontal 
(33.3-percent slope) shall conform to Sections R403.I.9.1 
through R403. 1.9.4. 

R403.1.9.1 Building clearances from ascending 
slopes. In general, buildings below slopes shall be set a 
sufficient distance from the slope to provide protection 
from slope drainage, erosion and shallow failures. 
Except as provided in Section R403. 1.9.4 and Figure 
R403. 1.9.1, the following criteria will be assumed to 
provide this protection. Where the existing slope is 
steeper than one unit vertical in one unit horizontal 
( 100-percent slope), the toe of the slope shall be assumed 
to be at the intersection of a horizontal plane drawn from 
the top of the foundation and a plane drawn tangent to the 
slope at an angle of 45 degrees (0.79 rad) to the horizon- 
tal. Where a retaining wall is constructed at the toe of the 
slope, the height of the slope shall be measured from the 
top of the wall to the top of the slope. 

R403.1.9.2 Footing setback from descending slope 
surfaces. Footings on or adjacent to slope surfaces shall 


be founded in material with an embedment and setback 
from the slope surface sufficient to provide vertical and 
lateral support for the footing without detrimental settle- 
ment. Except as provided for in Section R403. 1.9.4 and 
Figure R403. 1.9. 1, the following setback is deemed ade- 
quate to meet the criteria. Where the slope is steeper than 
one unit vertical in one unit horizontal (100-percent 
slope), the required setback shall be measured from an 
imaginary plane 45 degrees (0.79 rad) to the horizontal, 
projected upward from the toe of the slope. 

R403.1.9.3 Foundation elevation. On graded sites, the 
top of any exterior foundation shall extend above the ele- 
vation of the street gutter at point of discharge or the inlet 
of an approved drainage device a minimum of 12 inches 
(305 mm) plus 2 percent. Alternate elevations are per- 
mitted subject to the approval of the building official, 
provided it can be demonstrated that required drainage to 
the point of discharge and away from the structure is pro- 
vided at all locations on the site. 

R403.1.9.4 Alternate setback and clearances. Alter- 
nate setbacks and clearances are permitted, subject to the 
approval of the building official. The building official is 
permitted to require an investigation and recommenda- 
tion of a qualified engineer to demonstrate that the intent 
of this section has been satisfied. Such an investigation 
shall include consideration of material, height of slope, 
slope gradient, load intensity and erosion characteristics 
of slope material. 

R403.1.10 Foundations on expansive soils. Foundation 
and floor slabs for buildings located on expansive soils shall 
be designed in accordance with Section 1 805.8 of the Build- 
ing Code. 

Exception: Slab-on-ground and other foundation sys- 
tems which have performed adequately in soil conditions 
similar to those encountered at the building site are per- 
mitted subject to the approval of the building official. 

R403.1.10.1 Expansive soils classifications. Soils 
meeting all four of the following provisions shall be con- 
sidered expansive, except that tests to show compliance 



For SI: 1 foot = 304.8 mm. 


FIGURE R403.1.9.1 

FOUNDATION CLEARANCE FROM SLOPES 


4-8 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



FOUNDATIONS 


with Items 1, 2 and 3 shall not be required if the test pre- 
scribed in Item 4 is conducted: 

1 . Plasticity Index (PI) of 1 5 or greater, determined in 
accordance with ASTM D 43 1 8. 

2. More than 10 percent of the soil particles pass a No. 
200 sieve (75 pm), determined in accordance with 
ASTM D 422. 

3. More than 10 percent of the soil particles are less 
than 5 micrometers in size, determined in accor- 
dance with ASTM D 422. 

4. Expansion Index greater than 20, determined in 
accordance with ASTM D 4829. 

R403.2 Footings for wood foundations. Footings for wood 
foundations shall be in accordance with Figures R403. 1(2) and 
R403. 1(3). Gravel shall be washed and well graded. The maxi- 
mum size stone shall not exceed % inch (19.1 mm). Gravel 
shall be free from organic, clayey or silty soils. Sand shall be 
coarse, not smaller than Vi^-inch (1.6 mm) grains and shall be 
free from organic, clayey or silty soils. Crushed stone shall 
have a maximum size of '/j inch (12.7 mm). 

R403.3 Frost protected shallow foundations. For buildings 
where the monthly mean temperature of the building is main- 
tained at a minimum of 64°F (18°C), footings are not required to 
extend below the frost line when protected from frost by insula- 
tion in accordance with Figure R403.3(l) and Table R403.3(l). 
Foundations protected from frost in accordance with Figure 
R403.3(l) and Table R403.3(l) shall not be used for unheated 
spaces such as porches, utility rooms, garages and carports, and 
shall not be attached to basements or crawl spaces that are not main- 
tained at a minimum monthly mean temperature of 64°F (18°C). 

Materials used below grade for the purpose of insulating foot- 
ings against frost shall be labeled as complying with ASTM C 
578. 

R403.3.1 Foundations adjoining frost protected shallow 
foundations. Foundations that adjoin frost protected shallow 
foundations shall be protected from frost in accordance with 
Section R403.1.4. 

R403.3.1.1 Attachment to unheated slah-on-ground 
structure. Vertical wall insulation and horizontal insulation 
of frost protected shallow foundations that adjoin a 
slab-on-ground foundation that does not have a monthly 
mean temperature maintained at a minimum of 64°F 
(18°C) shall be in accordance with Figure R403.3(3) and 
Table R403.3(l). Vertical wall insulation shall extend 
between the frost protected shallow foundation and the 
adjoining slab foundation. Required horizontal insulation 
shall be continuous under the adjoining slab foundation and 
through any foundation walls adjoining the frost protected 
shallow foundation. Where insulation passes through a 
foundation wall, it shall either be of a type complying with 
this section and having bearing capacity equal to or greater 
than the structural loads imposed by the building, or the 


building shall be designed and constructed using beams, 
lintels, cantilevers or other means of transferring building 
loads such that the structural loads of the building do not 
bear on the insulation. 

R403.3.1.2 Attachment to heated structure. Where a 
frost protected shallow foundation abuts a structure that 
has a monthly mean temperature maintained at a mini- 
mum of 64°F (18°C), horizontal insulation and vertical 
wall insulation shall not be required between the frost 
protected shallow foundation and the adjoining struc- 
ture. Where the frost protected shallow foundation abuts 
the heated structure, the horizontal insulation and verti- 
cal wall insulation shall extend along the adjoining foun- 
dation in accordance with Figure R403.3(4) a distance of 
not less than Dimension A in Table R403.3(l). 

Exception: Where the frost protected shallow foun- 
dation abuts the heated structure to form an inside cor- 
ner, vertical insulation extending along the adjoining 
foundation is not required. 

R403.3.2 Protection of horizontal insulation below 
ground. Horizontal insulation placed less than 12 inches 
(305 mm) below the ground surface or that portion of hori- 
zontal insulation extending outward more than 24 inches 
(610 mm) from the foundation edge shall be protected 
against damage by use of a concrete slab or asphalt paving 
on the ground surface directly above the insulation or by 
cementitious board, plywood rated for below-ground use, 
or other approved materials placed below ground, directly 
above the top surface of the insulation. 

R403.3.3 Drainage. Final grade shall be sloped in accor- 
dance with Section R401.3. In other than Group I Soils, as 
detailed in Table R405.1, gravel or crushed stone beneath 
horizontal insulation below ground shall drain to daylight or 
into an approved sewer system. 

R403.4 Footings for precast concrete foundations. Footings 
for precast concrete foundations shall comply with Section 
R403.4. 

R403.4.1 Crushed stone footings. Clean crushed stone shall 
be free from organic, clayey or silty soils. Crushed stone shall 
be angular in nature and meet ASTM C 33, with the maxi- 
mum size stone not to exceed Vj inch (12.7 mm) and the mini- 
mum stone size not to '•be smaller than '/ig-inch (1.6 mm). 
Crushed stone footings for precast foundations shall be 
installed in accordance with Figure R403.4(l) and Table 
R403.4. Crushed stone footings shall be consolidated using a 
vibratory plate in a maximum of 8-inch lifts. Crushed stone 
footings shall be limited to Seismic Design Categories A, B 
and C. 

R403.4.2 Concrete footings. Concrete footings shall be 
installed in accordance with Section R403.1 and Figure 
R403.4(2). 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-9 



FOUNDATIONS 


INSULATION DETAIL 

FLASHING PER SECTION R703.8 

INSULATION PROTECTION PER SECTION R403.3.1 
SLOPE FINAL GRADE PER SECTION R403.3.2 



SLAB-ON-GROUND FOUNDATION FLOOR 
PER SECTIONS R403.1 AND R506 




\\\V/A 
. , WW/A 

. ,\\\V/A 

iy///\vv> 

\\\V/// 


NOMINAL 4 IN. SCREENED AND 
WASHED GRAVEL OR CRUSHED 
STONE DRAINED PER SECTION 
R403.3.2 


VERTICAL WALL INSUALTION* 
HORIZONTAL INSULATION’ 


HORIZONTAL INSULATION PLAN 




For SI: 1 inch = 25.4 mm. 

a. See Table R403.3(l) for required dimensions and/f-values for vertical and horizontal insulation and minimum footing depth. 

FIGURE R403.3(1) 

INSULATION PLACEMENT FOR FROST PROTECTED FOOTINGS IN HEATED BUILDINGS 


TABLE R403.3(1) 

MINIMUM FOOTING DEPTH AND INSULATION REQUIREMENTS FOR FROST-PROTECTED FOOTINGS IN HEATED BUILDINGS' 


AIR FREEZING 
INDEX (“F-days)*’ 

MINIMUM 
FOOTING 
DEPTH, D 
(inches) 

VERTICAL 

INSULATION 

fl-VALUE'" 

HORIZONTAL INSULATION 
/?-VALUE'° 

HORIZONTAL INSULATION DIMENSIONS 

PER FIGURE R403.3(1) (Inches) 

Along walls 

At corners 

A 

B 

c 

1 

1,500 or less 

12 

4.5 

Not required 

Not required 

i 

Not required 

Not required 

Not required 

2,000 

14 

5.6 

Not required 

Not required 

Not required 

Not required 

Not required 

2,500 

16 

6.7 

1.7 

4.9 

12 

24 

40 

3,000 

16 

7.8 

6.5 

8.6 

12 

24 

40 

3,500 

16 

9.0 

8.0 

11.2 

24 

30 

60 

4,000 

16 

10.1 

10.5 

13.1 

24 

36 

60 


a. Insulation requirements are for protection against frost damage in heated buildings. Greater values may be required to meet energy conservation standards. 

b. Table R301.2(l) for Weathering values. 

c. Insulation materials shall provide the stated minimum R-values under long-term exposure to moist, below-ground conditions in freezing climates. The following 
R- values shall be used to determine insulation thicknesses required for this application: Type II expanded polystyrene — 2.4R per inch; Type IV extruded polysty- 
rene — 4.5Rper inch; Type VI extruded poly styrene — 4.5R per inch; Type IX expanded polystyrene — 3. 2R per inch; Type X extruded polystyrene — 4.5/? per inch. 

d. Vertical insulation shall be expanded polystyrene insulation or extruded polystyrene insulation. 

.e. Horizontal insulation shall be extruded polystyrene insulation. 


4-10 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





FOUNDATIONS 


INSULATION DETAIL 


< 


FLASHING PER SECTION R703. 
INSULATION PROTECTION PER SECTION R403.3.2 


FINISH GRADE OR CONCRETE 
SLAB OF ADJACENT UNHEATED 
SLAB-ON-GROUND STRUCTURE 



FROST PROTECTED SHALLOW 
FOUNDATION SLAB-ON-GRADE 
FLOOR PER SECTION 403.3 


BEAM LINTEL OR CANTILEVER . 
TO CARRY LOAD OVER 
NONLOAD-BEARING 
INSULATION 

CONCRETE MASONRY OR 
PERMANENT WOOD 
FOUNDATION GRADE BEAM 
OR WALL OF ADJACENT 
UNHEATED STRUCTURE 

FOOTING AS REQUIRED 


12 IN. MAX. 







12 IN. MIN. 





NOMINAL 4 IN. SCREEN AND 
WASHED GRAVEL OR CRUSHED STONE, 
DRAINED PER SECTION R403.3.3 

• VERTICAL WALL INSULATION^ 

HORIZONTAL INSULATION’ 


HORIZONTAL INSULATION PLAN 


i 

, ^ 


I 

I 

I 

I ATTACHED SLAB 
I FOUNDATION OF UNHEATED 
SLAB-ON-GROUND r- 

STRUCTURE PER 
I SECTION R403.1 
i AND R403.2 


i.. 



■-FOUNDATION PERIMETER- 


HEATED BUILDING AREA 


C 


For SI: 1 inch = 25.4 mm. 

a. See Table R403.3( 1 ) for required dimensions and R-values for vertical and horizontal insulation. 


FIGURE R403.3(3) 

INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS ADJACENT TO UNHEATED SLAB-ON-GROUND STRUCTURE 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-11 



FOUNDATIONS 


FOUNDATION OF HEATED 
STRUCTURE PER 
SECTION R403.1, 
R403.2,ANDR403.3.2 


'—FROST-PROTECTION 


SHALLOW FOUNDATION 


— INSIDE CORNER 


FIGURE R403.3(4) 

INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS ADJACENT TO HEATED STRUCTURE 


TABLE R403.4 

MINIMUM DEPTH OF CRUSHED STONE FOOTINGS (D), (inches) 




LOAD BEARING VALUE OF SOIL (psf) 



1 

1500 

2000 

3000 

4000 



MH, CH, CL, ML 

SC, GC, SM, GM, SP, SW 

GP, GW 



1 

Wall width (inches) 

Wall width (inches) 

Wall width (inches) 

Wall width (inches) 



6 

8 

10 

12 

6 

8 

10 

12 

6 

8 

10 

12 

6 

8 

10 

12 

Conventional light-frame construction 

1 -Story 

llOOplf 

6 

4 

4 

4 

6 

4 

4 

4 

6 

4 

4 

4 

6 

4 

4 

4 

2-story 

1800 plf 

8 

6 

4 

4 

6 

4 

4 

4 

6 

4 

4 

4 

6 

4 

4 

4 

3-story 

2000 plf 

16 

14 

12 

10 

10 

8 

6 

6 

6 

4 

4 

4 

6 

4 

4 

4 

4-inch brick veneer over light-frame or 8-inch hollow concrete masonry 

1 -story 

1500 plf 

6 

4 

4 

4 

6 

4 

4 

4 

6 

4 

4 

4 

6 

4 

4 

4 

2-story 

2700 plf 

14 

12 

10 

8 

10 

8 

6 

4 

6 

4 

4 

4 

6 

4 

4 

4 

1 

3-story ! 

4000 plf 

22 

22 

20 

18 

16 

14 

12 

1 

10 

10 

8 

6 

4 

6 

4 

4 

4 

8-inch solid or fully grouted masonry 

1 -story 

2000 plf 

1 

10 1 

8 

6 

4 

6 

4 

4 

4 

6 

4 

4 

4 

6 

4 

4 

4 

2-story 

3600 plf 

20 

18 

16 

16 

14 

12 

10 

8 

8 

6 

4 

4 

6 

4 

4 

4 

3-story 

5300 plf 

32 

30 

28 

26 

22 

22 

20 

18 

14 

12 

10 

8 

10 

8 

6 

4 


For SI: 1 inch = 25.4 mm, I pound per square inch = 6.89 kPa. 


4-12 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



FOUNDATIONS 



PRECAST 

CONCRETE 

WALL 


CRASHED STONE ^ 
FOOTING \ 


INTERIOR 

) 

A 0 o 



* w ► 


NS GROUT 



PRECAST 

CONCRETE 

WALL 



FIGURE R403.4(1) 

BASEMENT OR CRAWL SPACE WITH PRECAST 
FOUNDATION WALL BEARING ON CRUSHED STONE 


FIGURE R403.4(2) 

BASEMENT OR CRAWL SPACE WITH PRECAST 
FOUNDATION WALL ON SPREAD FOOTING 


SECTION R404 

FOUNDATION AND RETAINING WALLS 

R404.1 Concrete and masonry foundation walls. Concrete 
foundation walls shall be selected and constructed in accor- 
dance with the provisions of Section R404.1.2. Masonry foun- 
dation walls shall be selected and constructed in accordance 
with the provisions of Section R404.1.1. 

R404.1.1 Design of masonry foundation wails. Masonry 
foundation walls shall be designed and constructed in accor- 
dance with the provisions of this section or in accordance 
with the provisions of TMS 402/ ACI 530/ASCE 5 or NCMA 
TR68-A. When TMS 402/ACI 530/ASCE 5, NCMA 
TR68-A or the provisions of this section are used to design 
masonry foundation walls, project drawings, typical details 
and specifications are not required to bear the seal of the 
architect or engineer responsible for design, unless otherwise 
required by the state law of the jurisdiction having authority. 

R404.1.1.1 Masonry foundation walls. Concrete 
masonry and clay masonry foundation walls shall be con- 
structed as set forth in Table R404. 1.1(1), R404.1.1(2), 
R404.1.1(3) or R404.1.1(4) and shall also comply with 
applicable provisions of Sections R606, R607 and R608. 
In buildings assigned to Seismic Design Categories D, 
and Dj, concrete masonry and clay masonry foundation 
walls shall also comply with Section R404. 1.4.1. Rubble 
stone masonry foundation walls shall be constructed in 
accordance with Sections R404. 1.8 and R607.2.2. Rubble 
stone masonry walls shall not be used in Seismic Design 
Categories D, and Dj. 


R404.1.2 Concrete foundation walls. Concrete foundation 
walls that support light-frame walls shall be designed and 
constructed in accordance with the provisions of this section, 
ACI 318, ACI 332 or PC A 100. Concrete foundation walls 
that support above-grade concrete walls that are within the 
applicability limits of Section R611.2 shall be designed and 
constructed in accordance with the provisions of this section, 
ACI 318, ACI 332 or PCA 100. Concrete foundation walls 
that support above-grade concrete walls that are not within 
the applicability limits of Section R61 1.2 shall be designed 
and constructed in accordance with the provisions of ACI 
318, ACI 332 or PCA 100. When ACI 318, ACI 332, PCA 
100 or the provisions of this section are used to design con- 
crete foundation walls, project drawings, typical details and 
specifications are not required to bear the seal of the architect 
or engineer responsible for design, unless otherwise required 
by the state law of the jurisdiction having authority. 

R404.1.2.1 Concrete cross-section. Concrete walls 
constructed in accordance with this code shall comply 
with the shapes and minimum concrete cross-sectional 
dimensions required by Table R611.3. Other types of 
forming systems resulting in concrete walls not in com- 
pliance with this section and Table R611.3 shall be 
designed in accordance with ACI 318. 

R404.1.2.2 Reinforcement for foundation walls. Con- 
crete foundation walls shall be laterally supported at the top 
and bottom. Horizontal reinforcement shall be provided in 
accordance with Table R4()4.1.2(l). Vertical reinforcement 
shall be provided in accordance with Table R404. 1.2(2), 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-13 



FOUNDATIONS 


R404. 1.2(3), R404. 1.2(4), R404. 1.2(5), R404. 1.2(6), 
R4()4. 1 .2(7) or R4()4. 1.2(8). Vertical reinforcement for flat 
basement walls retaining 4 feet (1219 mm) or more of 
unbalanced backfill is permitted to be determined in 
accordance with Table R404. 1.2(9). For basement walls 
supporting above-grade concrete walls, vertical rein- 
forcement shall be tbe greater of that required by Tables 
R404.1.2(2) through R404.1.2(8) or by Section R61 1.6 
for the above-grade wall. In buildings assigned to Seis- 
mic Design Category D, or Dj, concrete foundation walls 
shall also comply with Section R404. 1.4.2. 

R404.1.2.2.1 Concrete foundation stem walls sup- 
porting above-grade concrete walls. Foundation 
stem walls that support above-grade concrete walls 
shall be designed and constructed in accordance with 
this section. 

1. Stem walls not laterally supported at top. Con- 
crete stem walls that are not monolithic with 
slabs-on-ground or are not otherwise laterally 
supported by slabs-on-ground shall comply with 
this section. Where unbalanced backfill retained 
by the stem wall is less than or equal to 1 8 inches 
(457 mm), the stem wall and above-grade wall it 
supports shall be provided with vertical rein- 


forcement in accordance with Section R611.6 
and Table R61 1.6(1), R61 1.6(2) or R61 1.6(3) 
for above-grade walls. Where unbalanced back- 
fill retained by the stem wall is greater than 18 
inches (457 mm), the stem wall and above-grade 
wall it supports shall be provided with vertical 
reinforcement in accordance with Section 
R611.6 and Table R611.6(4). 

2. Stem walls laterally supported at top. Concrete 
stem walls that are monolithic with slabs-on- 
ground or are otherwise laterally supported by 
slabs-on-ground shall be vertically reinforced in 
accordance with Section R611.6 and Table 
R61 1.6(1), R611.6(2) or R611.6(3) for above- 
grade walls. Where the unbalanced backfill 
retained by the stem wall is greater than 18 inches 
(457 mm), the connection between the stem wall 
and the slab-on-ground, and the portion of the 
slab-on-ground providing lateral support for the 
wall shall be designed in accordance with PCA 
100 or in accordance with accepted engineering 
practice. Where the unbalanced backfill retained 
by the stem wall is greater than 18 inches (457 
mm), the minimum nominal thickness of the wall 
shall be 6 inches (152 mm). 


TABLE R404.1.1(1) 

PLAIN MASONRY FOUNDATION WALLS 


MAXIMUM WALL HEIGHT 
(feet) 

MAXIMUM 
UNBALANCED 
BACKFILL HEIGHT^ (feet) 

PLAIN MASONRY° MINIMUM NOMINAL WALL THICKNESS (Inches) 

Soil classes'’ 

GW, GP, SW 
and SP 

GM, GC, SM, 

SM-SC and ML 

SC, MH, ML-CL 
and inorganic CL 


4 

6 solid'* or 8 

6 solid** or 8 

6 solid'* or 8 

J 

5 

6 solid'* or 8 

8 

10 


4 

6 solid'* or 8 

6 solid'* or 8 

6 solid** or 8 

6 

5 

6 solid'* or 8 

8 

10 


6 

8 

10 

12 


4 

6 solid'* or 8 

8 

8 


5 

6 solid'* or 8 

10 

10 


6 

10 

12 

10 solid** 


7 

12 

10 solid** 

12 solid** 


4 

6 solid'* or 8 

6 solid** or 8 

8 


5 

^ 6 solid'* or 8 

10 

12 

8 

6 

10 

12 

12 solid** 


7 

12 

12 solid** 

Footnote e 


8 

10 solid'* 

12 solid** 

Footnote e 


4 

6 solid** or 8 

6 solid'* or 8 

8 


5 

8 

10 

12 


6 

10 

12 

12 solid** 


7 

12 

12 solid** 

Footnote e 


8 

12 solid'* 

Footnote e 

Footnote e 


9 

Footnote e 

Footnote e 

Footnote e 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 Ri. 

a. Mortar shall be Type M or S and masonry shall be laid in running bond. Ungrouted hollow masonry units are permitted except where otherwise indicated. 

b. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. 

c. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foun- 
dation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, 
measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted. 

d. Solid grouted hollow units or solid masonry units. 

e. Wall construction shall be in accordance with either Table R404. 1 . 1 (2), Table R404. 1 . 1 (3), Table R404. 1 . 1 (4), or a design shall be provided. 


4-14 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




FOUNDATIONS 


TABLE R404.1.1(2) 

8-INCH MASONRY FOUNDATION WALLS WITH REINFORCING 
WHERE d > 5 INCHES" = 


WALL HEIGHT 

HEIGHT OF 
UNBALANCED 
BACKFILL" 

MINIMUM VERTICAL REINFORCEMENT AND SPACING (INCHES)!’ " 

Soil classes and lateral soil load'* (psf per foot below grade) 

GW, GP, SW and SP soils 
30 

GM, GC, SM, SM-SC and ML soils 
45 

SC, ML-CL and inorganic CL soils 

60 


4 feet (or less) 

#4 at 48 

#4 at 48 

#4 at 48 

6 feet 8 inches 

5 feet 

#4 at 48 

#4 at 48 

#4 at 48 


6 feet 8 inches 

#4 at 48 

#5 at 48 

#6 at 48 


4 feet (or less) 

#4 at 48 

#4 at 48 

#4 at 48 


5 feet 

#4 at 48 

#4 at 48 

#4 at 48 

7 feet 4 inches 

6 feet 

#4 at 48 

#5 at 48 

#5 at 48 


7 feet 4 inches 

#5 at 48 

#6 at 48 

#6 at 40 


4 feet (or less) 

#4 at 48 

#4 at 48 

#4 at 48 


5 feet 

#4 at 48 

#4 at 48 

#4 at 48 

8 feet 

6 feet 

#4 at 48 

#5 at 48 

#5 at 48 


7 feet 

#5 at 48 

#6 at 48 

#6 at 40 


8 feet 

#5 at 48 

#6 at 48 

#6 at 32 


4 feet (or less) 

#4 at 48 

#4 at 48 

#4 at 48 


5 feet 

#4 at 48 

#4 at 48 

#5 at 48 

8 feet 8 inches 

6 feet 

#4 at 48 

#5 at 48 

#6 at 48 


7 feet 

#5 at 48 

#6 at 48 

#6 at 40 


8 feet 8 inches 

#6 at 48 

#6 at 32 

#6 at 24 


4 feet (or less) 

#4 at 48 

#4 at 48 

#4 at 48 


5 feet 

#4 at 48 

#4 at 48 

#5 at 48 


6 feet 

#4 at 48 

#5 at 48 

#6 at 48 

9 feet 4 inches 

7 feet 

#5 at 48 

#6 at 48 

#6 at 40 


8 feet 

#6 at 48 

#6 at 40 

#6 at 24 


9 feet 4 inches 

#6 at 40 

#6 at 24 

#6 at 16 


4 feet (or less) 

#4 at 48 

#4 at 48 

#4 at 48 


5 feet 

#4 at 48 

#4 at 48 

#5 at 48 


6 feet 

#4 at 48 

#5 at 48 

#6 at 48 

10 feet 

7 feet 

#5 at 48 

#6 at 48 

#6 at 32 


8 feet 

#6 at 48 

#6 at 32 

#6 at 24 


9 feet 

#6 at 40 

#6 at 24 

#6 at 16 


10 feet 

#6 at 32 

#6 at 16 

#6 at 16 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/mm. 

a. Mortar shall be Type M or S and masonry shall be laid in running bond. 

b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the 
spacing of the reinforcement does not exceed 72 inches. 

c. Vertical reinforcement shall be Grade 60 minimum. The distance, d, from the face of the soil side of the wall to the center of vertical reinforcement shall be at least 5 
inches. 

d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer 
to Table R405.1. 

e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foun- 
dation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, 
measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-15 




FOUNDATIONS 


TABLE R404.1.1(3) 

10-INCH FOUNDATION WALLS WITH REINFORCING 
WHERE d > 6.75 INCHES' 


WALL HEIGHT 

HEIGHT OF 
UNBALANCED 
BACKFILL' 

MINIMUM VERTICAL, REINFORCEMENT AND SPACING (INCHES/’ ' 

Soil classes and later soil load'’ (psf per foot below grade) 

GW, GP, SW and SP soils 
30 

GM, GC, SM, SM-SC and ML soils 
45 

SC, ML-CL and inorganic CL soils 

60 


4 feet (or less) 

#4 at 56 

#4 at 56 

#4 at 56 

6 feet 8 inches 

5 feet 

#4 at 56 

#4 at 56 

#4 at 56 


6 feet 8 inches 

#4 at 56 

#5 at 56 

#5 at 56 


4 feet (or less) 

#4 at 56 

#4 at 56 

#4 at 56 

7 feet 4 inches 

5 feet 

#4 at 56 

#4 at 56 

#4 at 56 


6 feet 

#4 at 56 

#4 at 56 

#5 at 56 


7 feet 4 inches 

#4 at 56 

#5 at 56 

#6 at 56 


4 feet (or less) 

#4 at 56 

#4 at 56 

#4 at 56 


5 feet 

#4 at 56 

#4 at 56 

#4 at 56 

8 feet 

6 feet 

#4 at 56 

#4 at 56 

#5 at 56 


7 feet 

#4 at 56 

#5 at 56 

#6 at 56 


8 feet 

#5 at 56 

#6 at 56 

#6 at 48 


4 feet (or less) 

#4 at 56 

#4 at 56 

#4 at 56 


5 feet 

#4 at 56 

#4 at 56 

#4 at 56 

8 feet 8 inches 

6 feet 

#4 at 56 

#4 at 56 

#5 at 56 


7 feet 

#4 at 56 

#5 at 56 

#6 at 56 


8 feet 8 inches 

#5 at 56 

#6 at 48 

#6 at 32 


4 feet (or less) 

#4 at 56 

#4 at 56 

#4 at 56 


5 feet 

#4 at 56 

#4 at 56 

#4 at 56 

9 feet 4 inches 

6 feet 

#4 at 56 

#5 at 56 

#5 at 56 


7 feet 

#4 at 56 

#5 at 56 

#6 at 56 


8 feet 

#5 at 56 

#6 at 56 

#6 at 40 


9 feet 4 inches 

#6 at 56 

#6 at 40 

#6 at 24 


4 feet (or less) 

#4 at 56 

#4 at 56 

#4 at 56 


5 feet 

#4 at 56 

#4 at 56 

#4 at 56 


6 feet 

#4 at 56 

#5 at 56 

#5 at 56 

10 feet 

7 feet 

#5 at 56 

#6 at 56 

#6 at 48 


8 feet 

#5 at 56 

#6 at 48 

#6 at 40 


9 feet 

#6 at 56 

#6 at 40 

#6 at 24 


10 feet 

#6 at 48 

#6 at 32 

#6 at 24 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/mm. 

a. Mortar shall be Type M or S and masonry shall be laid in running bond. 

b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the 
spacing of the reinforcement does not exceed 72 inches. 

c. Vertical reinforcement shall be Grade 60 minimum. The distance, d, from the face of the soil side of the wall to the center of vertical reinforcement shall be at least 
6.75 inches. 

d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer 
to Table R405.1. 

e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foun- 
dation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, 
measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted. 


4-16 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





FOUNDATIONS 


TABLE R404.1.1(4) 

12-INCH MASONRY FOUNDATION WALLS WITH REINFORCING 
WHERE d > 8.75 INCHES“= 


WALL HEIGHT 

HEIGHT OF 
UNBALANCED 
BACKFILL® 

MINIMUM VERTICAL REINFORCEMENT AND SPACING (INCHES^® 

Soil classes and lateral soil load*’ (psf per foot below grade) 

GW, GP, SW and SP soils 
30 

GM, GC, SM, SM-SC and ML soils 
45 

SC, ML-CL and inorganic CL soiis 

60 


4 feet (or less) 

#4 at 72 

#4 at 72 

#4 at 72 

6 feet 8 inches 

5 feet 

#4 at 72 

#4 at 72 

#4 at 72 


6 feet 8 inches 

#4 at 72 

#4 at 72 

#5 at 72 


4 feet (or less) 

#4 at 72 

#4 at 72 

#4 at 72 


5 feet 

#4 at 72 

#4 at 72 

#4 at 72 

7 feet 4 inches 

6 feet 

#4 at 72 

#4 at 72 

#5 at 72 


7 feet 4 inches 

#4 at 72 

#5 at 72 

#6 at 72 


4 feet (or less) 

#4 at 72 

#4 at 72 

#4 at 72 


5 feet 

#4 at 72 

#4 at 72 

#4 at 72 

8 feet 

6 feet 

#4 at 72 

#4 at 72 

#5 at 72 


7 feet 

#4 at 72 

#5 at 72 

#6 at 72 


8 feet 

#5 at 72 

#6 at 72 

#6 at 64 


4 feet (or less) 

#4 at 72 

#4 at 72 

#4 at 72 


5 feet 

#4 at 72 

#4 at 72 

#4 at 72 

8 feet 8 inches 

6 feet 

#4 at 72 

#4 at 72 

#5 at 72 


7 feet 

#4 at 72 

#5 at 72 

#6 at 72 


8 feet 8 inches 

#5 at 72 

#7 at 72 

#6 at 48 


4 feet (or less) 

#4 at 72 

#4 at 72 

#4 at 72 


5 feet 

#4 at 72 

#4 at 72 

#4 at 72 


6 feet 

#4 at 72 

#5 at 72 

#5 at 72 

9 feet 4 inches 

7 feet 

#4 at 72 

#5 at 72 

#6 at 72 


8 feet 

#5 at 72 

#6 at 72 

#6 at 56 


9 feet 4 inches 

#6 at 72 

#6 at 48 

#6 at 40 


4 feet (or less) 

#4 at 72 

#4 at 72 

#4 at 72 


5 feet 

#4 at 72 

#4 at 72 

#4 at 72 


6 feet 

#4 at 72 

#5 at 72 

#5 at 72 

10 feet 

7 feet 

#4 at 72 

#6 at 72 

#6 at 72 


8 feet 

#5 at 72 

#6 at 72 

#6 at 48 


9 feet 

#6 at 72 

#6 at 56 

#6 at 40 


1 0 feet 

#6 at 64 

#6 at 40 

#6 at 32 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0. 157 kPa/mm. 

a. Mortar shall be Type M or S and masonry shall be laid in running bond. 

b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the 
spacing of the reinforcement does not exceed 72 inches. 

c. Vertical reinforcement shall be Grade 60 minimum. The distance, d, from the face of the soil side of the wall to the center of vertical reinforcement shall be at least 
8.75 inches. 

d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer 
to Table R405.1. 

e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the founda- 
tion wall or the interior finish ground levels. Where an interior concrete slab-on-grade is provided and in contact with the interior surface of the foundation wall, mea- 
surement of the unbalanced backfill height is permitted to be measured from the exterior finish ground level to the top of the interior concrete slab is permitted. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-17 





FOUNDATIONS 


TABLE R404.1.2(1) 

MINIMUM HORIZONTAL REINFORCEMENT FOR CONCRETE BASEMENT WALLS°'‘’ 


MAXIMUM UNSUPPORTED 
HEIGHT OF BASEMENT WALL 
(feet) 

LOCATION OF HORIZONTAL REINFORCEMENT 

<8 

One No. 4 bar within 12 inches of the top of the wall story and one No. 4 bar near mid-height of the wall story 

>8 

One No. 4 bar within 12 inches of the top of the wall story and one No. 4 bar near third points in the wall story 


For SI: I inch = 25.4 mm, I foot = 304.8 mm, 1 pound per square inch = 6.895kPa. 

a. Horizontal reinforcement requirements are for reinforcing bars with a minimum yield strength of 40,000 psi and concrete with a minimum concrete compressive 
strength 2,500 psi. 

b. See Section R404.1.2.2 for minimum reinforcement required for foundation walls supporting above-grade concrete walls. 


TABLE R404.1.2(2) 

MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH NOMINAL FLAT CONCRETE BASEMENT WALLS'”' 


MAXIMUM UNSUPPORTED 
WALL HEIGHT 
(feet) 

MAXIMUM UNBALANCED 
BACKFILL HEIGHT* 

(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING (Inches) 

Soil classes” and design lateral soil (psf per foot of depth) 

GW, GP, SW, SP 

30 

GM, GC. SM, SM-SC and ML 
45 

SC, ML-CL and inorganic CL 
60 

8 

4 

NR 

NR 

NR 

5 

NR 

6 @ 39 

6 @ 48 

6 

5 @ 39 

6 @ 48 

6 @ 35 

7 

6 @ 48 

6 @ 34 

6 @ 25 

8 

6 @ 39 

6 @ 25 

6 @ 18 

9 

4 

NR 

NR 

NR 

5 

NR 

5 @ 37 

6 @ 48 

6 

5 @ 36 

6 @ 44 

6 @ 32 

7 

6 @47 

6 @ 30 

6 @ 22 

8 

6 @ 34 

6 @ 22 

6 @ 16 

9 

6 @ 27 

6 @ 17 

DR 

10 

4 

NR 

NR 

NR 

5 

1 

NR 

5 @ 35 

6 @ 48 

6 

6 @48 

6 @41 

6 @ 30 

7 

6 @43 

6 @ 28 

6 @ 20 

8 

6 @ 31 

6 @ 20 

DR 

9 

6 @24 

6 @ 15 

DR 

10 

6@ 19 

DR 

DR 


ForSI:l foot = 304.8 mm; I inch = 25.4 mm; I pound per square foot per foot = 0. 1 57 1 kRiVm, I pound per square inch = 6.895 kPa. 

a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405. 1 . 

b. Table values are based on reinforcing bars with a minimum yield strengthof60,000psiconcrete with a minimum specified compressive strength of 2,500 psi and 
vertical reinforcement being located at the centerline of the wall. See Section R404. 1 .2.3.7.2. 

c. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section 
R404.I.2.3.7.6 and Table R404. 1.2(9). 

d. Deflection criterion is L/240, where L is the height of the basement wall in inches. 

e. Interpolation is not permitted. 

f. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. 

g. NR indicates no vertical wall reinforcement is required, except for 6-inch nominal walls formed with stay-in-place forming systems in which case vertical rein- 
forcement shall be No. 4@48 inches on center. 

h. See Section R404. 1.2.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. 

i. See Table R61 1 .3 for tolerance from nominal thickness permitted for flat walls. 

j. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. 


4-18 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






FOUNDATIONS 


TABLE R404.1.2(3) 

MINIMUM VERTICAL REINFORCEMENT FOR 8-INCH (203 mm) NOMINAL FLAT CONCRETE BASEMENT WALLS‘’ *=''‘' 


MAXIMUM UNSUPPORTED 
WALL HEIGHT 
(feet) 

MAXIMUM UNBALANCED 
BACKFILL HEIGHT^ 

(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING (inches) 

Soil classes^ and design lateral soil (psf per foot of depth) 

GW, GP, SW. SP 

30 

GM, GC, SM, SM-SC and ML 
45 

SC, ML-CL and inorganic CL 
60 

8 

4 

NR 

NR 

NR 

5 

NR 

NR 

NR 

6 

NR 

NR 

6 @37 

7 

NR 

6 @ 36 

6 @ 35 

8 

6 @41 

6 @35 

6 @ 26 

9 

4 

NR 

NR 

NR 

5 

NR 

NR 

NR 

6 

NR 

NR 

6 @ 35 

7 

NR 

6 @ 35 

6 @ 32 

8 

6 @ 36 

6 @ 32 

6 @ 23 

9 

6 @ 35 

6 @ 25 

6 @ 18 

10 

4 

NR 

NR 

■ NR 

5 

NR 

NR 

NR 

6 

NR 

NR 

6 @ 35 

7 

NR 

6 @ 35 

6 @ 29 

8 

6 @35 

6 @ 29 

6 @ 21 

9 

6 @34 

6 @ 22 

6 @ 16 

10 

6 @ 27 

6 @ 17 

6 @ 13 


For SI: I foot = 304.8 mm; 1 inch = 25.4 mm; 1 pound per square foot per foot = 0.1571 klh^/m, 1 pound per square inch = 6.895 kPa. 

a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405. 1 . 

b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi (420 MPa), concrete with a minimum specified compressive strength of 
2,500 psi and vertical reinforcement being located at the centerline of the wall. See Section R404. 1 .2. 3. 7.2. 

c. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of adifferent size than specified in the table are permitted in accordance with Section 
R404.1.2.3.7.6 and Table R404. 1.2(9). 

d. NR indicates no vertical reinforcement is required. 

e. Deflection criterion is L/240, where L is the height of the basement wall in inches. 

f. Interpolation is not permitted. 

g. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. 

h. See Section R404.1.2.2 for minimum reinforcement required forbasemeni walls supporting above-grade concrete walls. 

i. See Table R61 1.3 for tolerance from nominal thickness permitted for flat walls. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-19 




FOUNDATIONS 


TABLE R404.1.2(4) 

MINIMUM VERTICAL REINFORCEMENT FOR 10-INCH NOMINAL FLAT CONCRETE BASEMENT WALLS'’ ‘= ‘’' “ ' 


MAXIMUM UNSUPPORTED 
WALL HEIGHT 
(feet) 

MAXIMUM UNBALANCED 
BACKFILL HEIGHT^ 

(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING (inches) 

Soil classes* and design lateral soil (psf per foot of depth) 

GW, GP, SW, SP 

30 

GM, GC, SM, SM-SC and ML 
45 

SC, ML-CL and Inorganic CL 
60 

8 

4 

NR 

NR 

NR 

5 

NR 

NR 

NR 

6 

NR 

NR 

NR 

7 

NR 

NR 

NR 

8 

6 @48 

6 @ 35 

6 @ 28 

9 

4 

NR 

NR 

NR 

5 

NR 

NR 

NR 

6 

NR 

NR 

NR 

7 

NR 

NR 

6 @ 31 

8 

NR 

6 @ 31 

6 @ 28 

9 

6 @37 

6 @ 28 

6 @ 24 

10 

4 

NR 

NR 

NR 

5 

NR 

NR 

NR 

6 

NR 

NR 

NR 

7 

NR 

NR 

6 @ 28 

8 

NR 

6 @ 28 

6 @ 28 

9 

6 @33 

6 @ 28 

6 @ 21 

10 

6 @28 

6 @ 23 

6 @ 17 


For SI: I foot = 304.8 mm; I inch = 25.4 mm; 1 pound per square foot per foot = 0.1571 klh^/m, 1 pound per square inch = 6.895 kPa. 

a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.I. 

b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi concrete with a minimum specified compressive strength of 2,500 psi and 
vertical reinforcement being located at the centerline of the wall. See Section R404.I.2.3.7.2. 

c. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Sec- 
tion R404. 1 .23.1.6 and Table R404. 1 .2(9). 

d. NR indicates no vertical reinforcement is required. 

e. Deflection criterion is i/240, where L is the height of the basement wall in inches, 
f Interpolation is not permitted. 

g. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. 

h. See Section R404. 1.2.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. 

i. See Table R61 1.3 for tolerance from nominal thickness permitted for flat walls. 


4-20 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




FOUNDATIONS 


TABLE R404.1.2(5) 

MINIMUM VERTICAL WALL REINFORCEMENT FOR 6-INCH WAFFLE-GRID BASEMENT WALLS” ' "'’ 


MAXIMUM UNSUPPORTED 
WALL HEIGHT 
(feet) 

MAXIMUM UNBALANCED 
BACKFILL HEIGHT* 

(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING (Inches) 

Soil classes' and design lateral soil (psf per foot of depth) 

GW, GP, SW, SP 

30 

GM, GC, SM, SM-SC and ML 
45 

SC, ML-CL and inorganic CL 
60 

8 

4 

4 @ 48 

4 @ 46 

6 @ 39 

5 

4 @ 45 

5 @46 

6 @ 47 

6 

5 @ 45 

6 @ 40 

DR 

7 

6 @44 

DR 

DR 

8 

6 @32 

DR 

DR 

9 

4 

4 @ 48 

4 @ 46 

4 @ 37 

5 

4 @ 42 

5 @43 

6 @ 44 

6 

5 @ 41 

6 @ 37 

DR 

7 

6 @ 39 

DR 

DR 

>8 

DR' 

DR 

DR 

10 

4 

4 @48 

4 @ 46 

4 @ 35 

5 

4 @ 40 

5 @40 

6 @ 41 

6 

5 @ 38 

6 @ 34 

DR 

7 

6 @ 36 

DR 

DR 

>8 

DR 

DR 

DR 


For SI: I foot = 304.8 mm; I inch = 25.4 mm; I pound per square foot per foot = 0. 1 57 1 kfeVm, 1 pound per square inch = 6.895 kPa. 

a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405. 1. 

b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi concrete with a minimum specified compressive strength of 2,500 psi and 
venical reinforcement being located at the centerline of the wall. See Section R404. 1 .23.1.2. 

c. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing 
in the wall shall notexceeda whole-number multiple of 12 inches (i.e., 12,24, 36and48) that is less than or equal to the tabulated spacing. Vertical reinforcement 
with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordanee with Section R404. 1.2.3. 7.6 and 
Table R404. 1.2(9). 

d. Deflection criterion is L/240, where L is the height of the basement wall in inches. 

e. Interpolation is not permitted. 

f. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. 

g. See Section R404. 1.2.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. 

h. See Table R61 1.3 for thicknesses and dimensions of waffle-grid walls. 

i. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-21 



FOUNDATIONS 


TABLE R404.1.2(6) 

MINIMUM VERTICAL REINFORCEMENT FOR 8-INCH WAFFLE-GRID BASEMENT WALLS'*' '•"■'•I 


MAXIMUM UNSUPPORTED 
WALL HEIGHT 
(feet) 

MAXIMUM UNBALANCED 
BACKFILL HEIGHT^ 

(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING (Inches) 

Soil classes" and design lateral soil (psf per foot of depth) 

GW, GP, SW, SP 

30 

GM, GC, SM, SM-SC and ML 
45 

SC, ML-CL and inorganic CL 
60 

8 

4 

NR 

NR 

NR 

5 

NR 

5 @48 

5 @ 46 

6 

5 @ 48 

5 @ 43 

6 @45 

7 

5 @ 46 

6 @ 43 

6 @ 31 

8 

6 @ 48 

6 @ 32 

6 @ 23 

9 

4 

NR 

NR 

NR 

5 

NR 

5 @47 

5 @46 

6 

5 @46 

5 @ 39 

6 @41 

7 

5 @ 42 

6 @ 38 

6 @ 28 

8 

6 @ 44 

6 @ 28 

6 @ 20 

9 

6 @ 34 

6 @ 21 

DR 

10 

4 

NR 

NR 

NR 

5 

NR 

5 @46 

5 @ 44 

6 

5 @46 

5 @ 37 

6 @ 38 

7 

5 @ 38 

6 @ 35 

6 @ 25 

8 

6 @ 39 

6 @ 25 

DR 

9 

6 @ 30 

DR 

DR 

10 

6 @ 24 

DR 

DR 


For SI: 1 foot = 304.8 mm; 1 inch = 25.4 mm; 1 pound per square foot per foot = 0.1571 kfhVm, 1 pound per square inch = 6.895 kPa. 

a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. 

b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi concrete with a minimum specified compressive strength of 2,500 psi and 
vertical reinforcement being located at the centerline of the wall. See Section R404.1.2.3.7.2. 

c. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 (420 MPa) and the size specified in the table, the 
actual spacing in the wall shall notexceeda whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical 
reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section 
R404.1.2.3.7.6 and Table R404. 1.2(9). 

d. NR indicates no vertical reinforcement is required. 

e. Deflection criterion is 77240, where L is the height of the basement wail in inches. 

f. Interpolation shall not be permitted. 

g. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. 

h. See Section R404. 1.2.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. 

i. See Table R61 1.3 for thicknesses and dimensions of waffle-grid walls. 

j. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. 


4-22 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





FOUNDATIONS 


TABLE R404.1.2(7) 

MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH (152 mm) SCREEN-GRID BASEMENT WALLS'* ■=■ “ “ a’ 


MAXIMUM UNSUPPORTED 
WALL HEIGHT 
(feet) 

MAXIMUM UNBALANCED 
BACKFILL HEIGHT^ 

(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING (inches) 

Soil classes^ and design iaterai soii (psf per foot of depth) 

GW, GP, SW, SP 

30 

GM, GC, SM, SM-SC and ML 
45 

SC, ML-CL and inorganic CL 
60 

8 

4 

4 @ 48 

4 @ 48 

5 @ 43 

5 

4 @ 48 

5 @48 

5 @37 

6 

5 @ 48 

6 @45 

.6@32 

7 

6 @ 48 

DR 

DR 

8 

6 @36 

DR 

DR 

9 

4 

4 @48 

4 @ 48 

4 @ 41 

5 

4 @ 48 

5 @48 

6 @48 

6 

5 @ 45 

6 @ 41 

DR 

7 

6 @ 43 

DR 

DR 

>8 

DR 

DR 

DR 

10 

4 

4 @48 

4 @ 48 

4 @ 39 

5 

4 @ 44 

5 @ 44 

6 @ 46 

6 

5 @42 

6 @ 38 

DR 

7 

6 @ 40 

DR 

DR 

>8 

DR 

DR 

DR 


For SI: 1 foot = 304.8 mm; I inch = 25.4 mm; 1 pound per square foot per foot = 0. 1 57 1 klhVm, 1 pound per square inch = 6.895 kPa. 

a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. 

b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi (420 MPa), concrete with a minimum specified compressive strength of 
2,500 psi and vertical reinforcement being located at the centerline of the wall. See Section R404.1.2.3.7.2. 

c. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing 
in the wall shall notexceeda whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement 
with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404. 1 .2.3. 7.6 and 
Table R404. 1.2(9). 

d. Deflection criterion is Z/240, where L is the height of the basement wall in inches. 

e. Interpolation is not permitted. 

f. Where walls will retain 4 feet.or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. 

g. See Sections R404.1.2.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. 

h. See Table R61 1 .3 for thicknesses and dimensions of screen-grid walls. 

i. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with /NCI 318. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-23 




FOUNDATIONS 


TABLE R404.1.2(8) 

MINIMUM VERTICAL REINFORCEMENT FOR 6-, 8-, 10-INCH AND 12-INCH NOMINAL FLAT BASEMENT WALLS'’ ^ "' 


MAXIMUM 

WALL 

HEIGHT 

(feet) 

MAXIMUM 
UNBALANCED 
BACKFILL HEIGHT^ 
(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING (inches) 

Soil classes^ and design lateral soil (psf per foot of depth) 

GW, GP, SW, SP 

30 

GM, GC, SM, SM-SC and ML 

45 

SC, ML-CL and Inorganic CL 

60 

Minimum nominal wall thickness (inches) 

6 

8 

10 

12 

6 

8 

10 

12 

6 

8 

10 

12 

5 

4 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

5 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

6 

4 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

5 

NR 

NR 

NR 

NR 

NR 

NR' 

NR 

NR 

4 @ 35 

NR' 

NR 

NR 

6 

NR 

NR 

NR 

NR 

5 @48 

NR 

NR 

NR 

5 @ 36 

NR 

NR 

NR 

7 

4 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

5 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

5 @47 

NR 

NR 

NR 

6 

NR 

NR 

NR 

NR 

5 @ 42 

NR 

NR 

NR 

6 @43 

5 @ 48 

NR' 

NR 

7 

5 @46 

NR 

NR 

NR 

6 @ 42 

5 @ 46 

NR' 

NR 

6 @34 

6 @48 

NR 

NR 

8 

4 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

5 

NR 

NR 

NR 

NR 

4 @ 38 

NR' 

NR 

NR 

5 @ 43 

NR 

NR 

NR 

6 

4 @ 37 

NR' 

NR 

NR 

5 @ 37 

NR 

NR 

NR 

6 @ 37 

5 @43 

NR' 

NR 

7 

5 @ 40 

NR 

NR 

NR 

6 @ 37 

5 @41 

NR' 

NR 

6 @ 34 

6 @43 

NR 

NR 

8 

6 @ 43 

5 @47 

NR' 

NR 

6 @ 34 

6 @43 

NR 

NR 

6 @27 

6 @32 

6 @ 44 

NR 

9 

4 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

5 

NR 

NR 

NR 

NR 

4 @ 35 

NR' 

NR 

NR 

5 @40 

NR 

NR 

NR 

6 

4 @ 34 

NR' 

NR 

NR 

6 @ 48 

NR 

NR 

NR 

6 @ 36 

6 @ 39 

NR' 

NR 

7 

5 @ 36 

NR 

NR 

NR 

6 @ 34 

5 @ 37 

NR 

NR 

6 @ 33 

6 @38 

5 @ 37 

NR' 

8 

6 @38 

5 @41 

NR' 

NR 

6 @ 33 

6 @ 38 

5 @ 37 

NR' 

6 @ 24 

6 @29 

6 @ 39 

4 @ 48'" 

9 

6 @ 34 

6 @ 46 

NR 

NR 

6 @ 26 

6 @ 30 

6 @ 41 

NR 

6 @ 19 

6 @23 

6 @ 30 

6 @ 39 

10 

4 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

NR 

5 

NR 

NR 

NR 

NR 

4 @ 33 

NR' 

NR 

NR 

5 @ 38 

NR 

NR 

NR 

6 

5 @48 

NR' 

NR 

NR 

6 @ 45 

NR 

NR 

NR 

6 @ 34 

5 @ 37 

NR 

NR 

7 

6 @ 47 

NR 

NR 

NR 

6 @ 34 

6 @ 48 

NR 

NR 

6 @ 30 

6 @ 35 

6 @ 48 

NR' 

8 

6@ 34 

5 @ 38 

NR 

NR 

6 @ 30 

6 @ 34 

6 @ 47 

NR' 

6 @ 22 

6 @26 

6 @ 35 

6 @ 45"' 

9 

6@ 34 

6 @ 41 

4 @ 48 

NR' 

6 @ 23 

6 @ 27 

6 @ 35 

4 @ 48"' 

DR 

6 @ 22 

6 @ 27 

6 @ 34 

10 

6 @ 28 

6 @ 33 

6 @45 

NR 

DRj 

6 @ 23 

6 @ 29 

6 @ 38 

DR 

6 @22 

6 @ 22 

6 @ 28 


For SI: 1 foot = 304.8 mm; 1 inch = 25.4 mm; I pound per square foot per foot = 0. 1 57 1 kFhVm, 1 pound per square inch = 6.895 kPa. 

a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. 

b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. 

c. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Sec- 
tion R404.1.2.3.7.6 and Table R404. 1.2(9). 

d. NR indicates no vertical wall reinforcement is required, except for 6-inch nominal walls formed with stay-in-place forming systems in which case vertical rein- 
forcement shall be #4@48 inches on center. 

e. Allowable deflection criterion is 77240, where L is the unsupported height of the basement wall in inches. 

f. Interpolation is not permitted. 

g. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. 

h. Vertical reinforcement shall be located to provide a cover of 1 .25 inches measured from the inside face of the wall. The center of the steel shall not vary from the 
specified location by more than the greater of 1 0 percent of the wall thickness or Vg-inch. 

i. Concrete cover for reinforcement measured from the inside face of the wall shall not be less than V.,-inch. Concrete cover for reinforcement measured from the out- 
side face of the wall shall not be less than 1 Vj inches for No. 5 bars and smaller, and not less than 2 inches for laiger bars. 

j. DR means design is required in accordance with the applicable building code, or where there is no code in accordance with ACI 318. 

k. Concrete shall have a specified compressive strength, //, of not less than 2,500 psi at 28 days, unless a higher strength is required by footnote 1 or m. 

l. The minimum thickness is permitted to be reduced 2 inches, provided the minimum specified compressive strength of concrete, is 4,000 psi. 

m. A plain concrete wall with a minimum nominal thickness of 1 2 inches is permitted, provided minimum specified compressive strength of concrete, //, is 3,500 psi. 

n. See Table R61 1.3 for tolerance from nominal thickness permitted for flat walls. 


4-24 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




FOUNDATIONS 



TABLE R404.1.2(9) 

MINIMUM SPACING FOR ALTERNATE BAR SIZE AND/OR ALTERNATE GRADE OF STEEL‘'‘’'<= 


BAR SPACING 
FROM 

APPLICABLE 
TABLE IN 
SECTION 
R404.1.2.2 
(Inches) 

BAR SIZE FROM APPLICABLE TABLE IN SECTION R404.1.2.2 

#4 

#5 

#6 

Alternate bar size and/or alternate grade of steel desired 

Grade 60 

Grade 40 

Grade 60 

Grade 40 

Grade 60 

Grade 40 

#5 

#6 

- #4 

#5 

#6 

#4 

#6 

#4 

#5 

#6 

#4 

#5 

#4 

#5 

#6 

Maximum spacing for alternate bar size and/or alternate grade of steel (inches) 

8 

12 

18 

5 

8 

12 

5 

11 

3 

5 

8 

4 

6 

2 

4 

5 

9 

14 

20 

6 

9 

13 

6 

13 

4 

6 

9 

4 

6 

3 

4 

6 

lO 

16 

22 

7 


15 

6 

14 

4 

7 

9 

5 

7 

3 

5 


11 

17 

24 

7 

11 

16 

7 

16 


7 


5 

8 

3 

5 

n 

12 


ra 

8 

12 

18 

8 


5 

8 


5 


4 

6 

8 

13 


WSM 

9 



8 


6 

9 


6 


4 

6 

9 

14 


■9 

9 



9 


6 

9 


6 


4 

7 

9 

15 



10 





6 



7 


5 

7 

10 

16 


■a 

11 





7 

11 


7 


5 

8 

11 

17 



11 





7 

11 


8 


5 

8 

11 

18 



12 





8 

na 


8 


5 

8 

12 

19 



13 





8 

mm 


9 


6 

9 

13 

20 

31 







9 

mm 


9 


6 

9 

13 

21 

33 







9 

mm 


na 


6 

10 

14 

22 

34 







9 

mm 


na 


7 

10 

15 

23 

36 








mm 


na 


7 

11 

15 

24 

37 








16 


na 


7 

11 

16 

25 

39 







in 

17 


an 


8 

12 

17 

26 

40 







m 



na 


8 

12 

17 

27 

42 







in 

18 


na 


8 

13 

18 

28 

43 







in 

19 


na 


8 

13 

19 

29 

45 







mk 

mm 


■9 


9 

14 

19 

30 

47 







in 

^^n 


na 


9 

14 

20 

31 

48 







in 

an 


na 


9 

15 

21 

32 

48 







in 

an 


na 


10 

15 

21 

33 

48 







in 



na 


10 

16 

22 

34 

mm 







in 

mm 


na 


10 

16 

23 


■9 







in 

wmi 


na 


11 

16 

23 


■■ 


mm 










11 

17 

24 

37 

48 









35 

17 

26 

11 

17 


38 

48 

48 





48 

16 

25 

36 

17 

27 

12 

18 


39 

48 

48 

26 

40 

48 

25 

48 

17 

26 

37 

18 

27 

12 

18 

26 

40 

48 

48 

27 

41 

48 

26 

48 

17 

27 

38 

18 

28 

12 

19 

27 

41 

48 

48 

27 

42 

48 

26 

48 

18 

27 

39 

19 

29 

12 

19 

27 

42 

48 

48 

28 

43 

48 

27 

48 

18 

28 

40 

19 

30 

13 

20 

28 

43 

48 

48 

29 

44 

48 

28 

48 

18 

29 

41 

20 

30 

13 

20 

29 

44 

48 

48 

29 

45 

48 

28 

48 

19 

29 

42 

20 

31 

13 

21 

29 

45 

48 

48 

30 

47 

48 

29 

48 

19 

30 

43 

20 

32 

14 

21 

30 


(continued) 




2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-25 


















FOUNDATIONS 


TABLE R404.1.2(9) — continued 

MINIMUM SPACING FOR ALTERNATE BAR SIZE AND/OR ALTERNATE GRADE OF STEEL” " ' 


BAR SPACING 
FROM 

APPLICABLE 
TABLE IN 
SECTION 
R404.1.2.2 
(inches) 

BAR SIZE FROM APPLICABLE TABLE IN SECTION R404.1.2.2 

#4 

#5 

#6 

Alternate bar size and/or alternate grade of steel desired to be used 

Grade 60 

Grade 40 

Grade 60 

Grade 40 

Grade 60 

Grade 40 

#5 

#6 

#4 

#5 

#6 

#4 

#6 

#4 

#5 

#6 

#4 

#5 

#4 

#5 

#6 

Maximum spacing for alternate bar size and/or aiternate 

grade of steei (inches) 

46 

48 

48 

31 

48 

48 

30 

48 

20 

31 

44 

21 

32 

14 

22 

31 

47 

48 

48 

31 

48 

48 

30 

48 

20 

31 

44 

21 

33 

14 

22 

31 

48 

48 

48 

32 

48 

48 

31 

48 

21 

32 

45 

22 

34 

15 

23 

32 


For SI: I inch = 25,4 mm, I pound per square inch = 6.895 kPa, 

a. This table is for use with tables in Section R404. 1.2,2 that specify the minimum bar size and maximum spacing of vertical wall reinforcement for foundation walls 
and above-grade walls. Reinforcement specified in tables in Sections R404. 1.2.2 is based on Grade 60 steel reinforcement. 

b. Bar spacing shall not exceed 48 inches on center and shall not be less than one-half the nominal wall thickness. 

c. For Grade 50 steel bars (ASTM A 996, Type R), use spacing for Grade 40 bars or interpolate between Grades 40 and 60. 


R404.1.2.2.2 Concrete foundation stem walls sup- 
porting light-frame above-grade walls. Concrete 
foundation stem walls that support light-frame 
above-grade walls shall be designed and constructed 
in accordance with this section. 

1. Stem walls not laterally supported at top. Con- 
crete stem walls that are not monolithic with 
slabs-on-ground or are not otherwise laterally 
supported by slabs-on-ground and retain 48 
inehes (1219 mm) or less of unbalanced fill, 
measured from the top of the wall, shall be con- 
structed in accordance with Section R404.1.2. 
Foundation stem walls that retain more than 48 
inches (1219 mm) of unbalaneed fill, measured 
from the top of the wall, shall be designed in 
accordance with Sections R404. 1.3 and R404.4. 

2. Stem walls laterally supported at top. Concrete 
stem walls that are monolithic with slabs-on- 
ground or are otherwise laterally supported by 
slabs-on-ground shall be constructed in accor- 
dance with Section R404.1.2. Where the unbal- 
anced backfill retained by the stem wall is greater 
than 48 inches (1219 mm), the connection 
between the stem wall and the slab-on- ground, 
and the portion of the slab-on-ground providing 
lateral support for the wall shall be designed in 
accordance with PC A 100 or in accordance with 
accepted engineering practice. 

R404.1,2.3 Concrete, materials for concrete, and 
forms. Materials used in concrete, the conerete itself and 
forms shall conform to requirements of this section or 
AC1318. 

R404.1.2.3.1 Compressive strength. The minimum 
specified compressive strength of concrete, f'c shall 
comply with Section R402.2 and shall be not less than 
2,500 psi (17.2 MPa) at 28 days in buildings assigned 
to Seismic Design Category A, B or C and 3000 psi 
(20.5 MPa) in buildings assigned to Seismic Design 
Category D, orD 2 . 


R404.1.2.3.2 Concrete mixing and delivery. Mixing 
and delivery of concrete shall comply with ASTM C 
94or ASTM C 685. 

R404.1.2.3.3 Maximum aggregate size. The nomi- 
nal maximum size of coarse aggregate shall not 
exceed one-fifth the narrowest distance between sides 
of forms, or three-fourths the clear spaeing between 
reinforcing bars or between a bar and the side of the 
form. 

Exception: When approved, these limitations shall 
not apply where removable forms are used and 
workability and methods of consolidation permit 
concrete to be placed without honeycombs or voids. 

R404.1.2.3.4 Proportioning and slump of concrete. 

Proportions of materials for concrete shall be estab- 
lished to provide workability and consistency to per- 
mit concrete to be worked readily into forms and 
around reinforcement under conditions of placement 
to be employed, without segregation or excessive 
bleeding. Slump of concrete placed in removable 
forms shall not exceed 6 inches (152 mm). 

Exception: When approved, the slump is permit- 
ted to exceed 6 inches (152 mm) for concrete mix- 
tures that are resistant to segregation, and are in 
accordance with the form manufacturer’s recom- 
mendations. 

Slump of concrete placed in stay-in-place forms 
shall exceed 6 inches (152 mm). Slump of concrete 
shall be determined in accordance with ASTM C 143. 

R404.1.2.3.5 Consolidation of concrete. Concrete 
shall be consolidated by suitable means during place- 
ment and shall be worked around embedded items and 
reinforcement and into corners of forms. Where 
stay-in-place forms are used, concrete shall be con- 
solidated by internal vibration. 

Exception: When approved for concrete to be 
placed in stay-in-place forms, self-consolidating 
concrete mixtures with slumps equal to or greater 
than 8 inches (203 mm) that are specifically 


4-26 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



FOUNDATIONS 


designed for placement without internal vibration 
need not be internally vibrated. 

R404.1.2.3.6 Form materials and form ties. Forms 
shall be made of wood, steel, aluminum, plastic, a com- 
posite of cement and foam insulation, a composite of 
cement and wood chips, or other appmved material 
suitable for supporting and containing concrete. Forms 
shall provide sufficient strength to contain concrete 
during the concrete placement operation. 

Form ties shall be steel, solid plastic, foam plastic, a 
composite of cement and wood chips, a composite of 
cement and foam plastic, or other suitable material 
capable of resisting the forces created by fluid pres- 
sure of fresh concrete. 

R404.1.2.3.6.1 Stay-in-place forms. Stay-in- 
place concrete forms shall comply with this section. 

1. Surface burning characteristics. The 
flame-spread index and smoke-developed 
index of forming material, other than foam 
plastic, left exposed on the interior shall 
comply with Section R302. The surface 
burning characteristics of foam plastic used 
in insulating concrete forms shall comply 
with Section R316.3. 

2. Interior covering. Stay-in-place forms con- 
structed of rigid foam plastic shall be pro- 
tected on the interior of the building as 
required by Section R316. Where gypsum 
board is used to protect the foam plastic, it 
shall be installed with a mechanical fasten- 
ing system. Use of adhesives in addition to 
mechanical fasteners is permitted. 

3. Exterior wall covering. Stay-in-place forms 
constructed of rigid foam plastics shall be 
protected from sunlight and physical dam- 
age by the application of an approved exte- 
rior wall covering complying with this code. 
Exterior surfaces of other stay-in-place 
forming systems shall be protected in accor- 
dance with this code. 

R404.1.2.3.7 Reinforcement. 

R404.1.2.3.7.1 Steel reinforcement. Steel rein- 
forcement shall comply with the requirements of 
ASTM A 615, A 706, or A 996. ASTM A 996 bars 
produced from rail steel shall be Type R. In build- 
ings assigned to Seismic Design Category A, B or 
C, the minimum yield strength of reinforcing steel 
shall be 40,000 psi (Grade 40) (276 MPa). In build- 
ings assigned to Seismic Design Category D, or 
Dj, reinforcing steel shall comply with the require- 
ments of ASTM A 706 for low-alloy steel with a 
minimum yield strength of 60,000 psi (Grade 60) 
(414 MPa). 

R404.1.2.3.7.2 Location of reinforcement in 
wall. The center of vertical reinforcement in base- 
ment walls determined from Tables R404. 1.2(2) 
through R404. 1.2(7) shall be located at the center- 


line of the wall. Vertical reinforcement in basement 
walls determined from Table R404. 1.2(8) shall be 
located to provide a maximum cover of 1.25 inches 
(32 mm) measured from the inside face of the wall. 
Regardless of the table used to determine vertical 
wall reinforcement, the center of the steel shall not 
vary from the specified location by more than the 
greater of 10 percent of the wall thickness and 
Vj-inch (10 mm). Horizontal and vertical reinforce- 
ment shall be located in foundation walls to provide 
the minimum cover required by Section 
R404.1.2.3.7.4. 

R404.1.2.3.7.3 Wall openings. Vertical wall rein- 
forcement required by Section R404. 1.2.2 that is 
interrupted by wall openings shall have additional 
vertical reinforcement of the same size placed 
within 12 inches (305 mm) of each side of the open- 
ing. 

R404.1.2.3.7.4 Support and cover. Reinforce- 
ment shall be secured in the proper location in the 
forms with tie wire or o,ther bar support system to 
prevent displacement during the concrete place- 
ment operation. Steel reinforcement in concrete 
cast against the earth shall have a minimum cover 
of 3 inches (75 mm). Minimum cover for rein- 
forcement in concrete cast in removable forms that 
will be exposed to the earth or weather shall be 1 '/^ 
inches (38 mm) for No. 5 bars and smaller, and 2 
inches (50 mm) for No. 6 bars and larger. For con- 
crete cast in removable forms that will not be 
exposed to the earth or weather, and for concrete 
cast in stay-in-place forms, minimum cover shall 
be V., inch (19 mm). The minus tolerance for cover 
shall not exceed the smaller of one-third the 
required cover or Vj inch (10 mm). 

R404.1.2.3.7.5 Lap splices. Vertical and horizon- 
tal wall reinforcement shall be the longest lengths 
practical. Where splices are necessary in rein- 
forcement, the length of lap splice shall be in 
accordance with Table R611.5.4.(l) and Figure 
R611.5.4(l). The maximum gap between 
noncontact parallel bars at a lap splice shall not 
exceed the smaller of one-fifth the required lap 
length and 6 inches (152 mm). See Figure 
R611.5.4(l). 

R404.1.2.3.7.6 Alternate grade of reinforcement 
and spacing. Where tables in Section R404. 1.2.2 
specify vertical wall reinforcement based on mini- 
mum bar size and maximum spacing, which are 
based on Grade 60 (414 MPa) steel reinforcement, 
different size bars and/or bars made from a different 
grade of steel are permitted provided an equivalent 
area of steel per linear foot of wall is provided. Use 
of Table R404. 1.2(9) is permitted to determine the 
maximum bar spacing for different bar sizes than 
specified in the tables and/or bars made from a dif- 
ferent grade of steel. Bars shall not be spaced less 
than one-half the wall thickness, or more than 48 
inches (1219 mm) on center. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-27 



FOUNDATIONS 


R404.1.2.3.7.7 Standard hooks. Where rein- 
forcement is required by this code to terminate 
with a standard hook, the hook shall comply with 
Section R611.5.4.5 and Figure R611. 5.4(3). 

R404.1.2.3.7.8 Construction joint reinforce- 
ment. Construction joints in foundation walls shall 
be made and located to not impair the strength of the 
wall. Construction joints in plain concrete walls, 
including walls required to have not less than No. 4 
bars at 48 inches (1219 mm) on center by Sections 
R404, 1.2.2 and R404. 1.4.2, shall be located at 
points of lateral support, and a minimum of one No. 
4 bar shall extend across the construction joint at a 
spacing not to exceed 24 inches (610 mm) on center. 
Construction joint reinforcement shall have a mini- 
mum of 12 inches (305 mm) embedment on both 
sides of the joint. Construction joints in reinforced 
concrete walls shall be located in the middle third of 
the span between lateral supports, or located and 
constructed as required for joints in plain concrete 
walls. 

Exception: Use of vertical wall reinforcement 
required by this code is permitted in lieu of con- 
struction joint reinforcement provided the spac- 
ing does not exceed 24 inches (610 mm), or the 
combination of wall reinforcement and No.4 
bars described above does not exceed 24 inches 
(610 mm). 

R404.1.2.3.8 Exterior wall coverings. Require- 
ments for installation of masonry veneer, stucco and 
other wall coverings on the exterior of concrete walls 
and other construction details not covered in this sec- 
tion shall comply with the requirements of this code. 

R404.1.2.4 Requirements for Seismic Design Cate- 
gory C. Concrete foundation walls supporting 
above-grade concrete walls in townhouses assigned to 
Seismic Design Category C shall comply with ACI 318, 
ACI 332 or PCA 100 (see Section R404.1.2). 

R404.1.3 Design required. Concrete or masonry founda- 
tion walls shall be designed in accordance with accepted 
engineering practice when either of the following condi- 
tions exists: 

1. Walls are subject to hydrostatic pressure from 
groundwater. 

2. Walls supporting more than 48 inches (1219 mm) 
of unbalanced backfill that do not have permanent 
lateral support at the top or bottom. 

R404.1.4 Seismic Design Category D, or Dj. 

R404.1.4.1 Masonry foundation walls. In addition to 
the requirements of Table R404. 1.1(1) plain masonry 
foundation walls in buildings assigned to Seismic 
Design Category D, or Dj, as established in Table 
R30 1.2(1), shall comply with the following. 

1. Wall height shall not exceed 8 feet (2438 mm). 

2. Unbalanced backfill height shall not exceed 4 feet 
(1219 mm). 

4-28 


3. Minimum nominal thickness for plain masonry 
foundation walls shall be 8 inches (203 mm). 

4. Masonry stem walls shall have a minimum vertical 
reinforcement of one No. 3 (No. 10) bar located a 
maximum of 4 feet (1219 mm) on center in grouted 
cells. Vertical reinforcement shall be tied to the 
horizontal reinforcement in the footings. 

Foundation walls in buildings assigned to Seismic 
Design Category D, or D 2 , as established in Table 
R301.2(l), supporting more than 4 feet (1219 mm) of 
unbalanced backfill or exceeding 8 feet (2438 mm) in 
height shall be constructed in accordance with Table 
R404.1.1(2), R404.1.1(3) or R404.1.1(4). Masonry foun- 
dation walls shall have two No. 4 (No. 13) horizontal bars 
located in the upper 12 inches (305 mm) of the wall. 

R404.1.4.2 Concrete foundation walls. In buildings 
assigned to Seismic Design Category D, or Dj, as estab- 
lished in Table R301.2(l), concrete foundation walls that 
support light-frame walls shall comply with this section, 
and concrete foundation walls that support above-grade 
concrete walls shall comply with ACI 318, ACI 332 or 
PCA 100 (see Section R404. 1 .2). In addition to the hori- 
zontal reinforcement required by Table R404. 1.2(1), 
plain concrete walls supporting light-frame walls shall 
comply with the following. 

1. Wall height shall not exceed 8 feet (2438 mm). 

2. Unbalanced backfill height shall not exceed 4 feet 
(1219 mm). 

3. Minimum thickness for plain concrete foundation 
walls shall be 7.5 inches (191 mm) except that 6 
inches (152 mm) is permitted where the maximum 
wall height is 4 feet, 6 inches (1372 mm). 

Foundation walls less than 7.5 inches (191 mm) in 
thickness, supporting more than 4 feet (1219 mm) of 
unbalanced backfill or exceeding 8 feet (2438 mm) in 
height shall be provided with horizontal reinforcement in 
accordance with Table R404. 1.2(1), and vertical rein- 
forcement in accordance with Table R404. 1.2(2), 
R404. 1.2(3), R404. 1.2(4), R404. 1.2(5), R404. 1.2(6), 
R404.1.2(7) or R404.1.2(8). Where Tables R404.1.2(2) 
through R404. 1 .2(8) permit plain concrete walls, not less 
than No. 4 (No. 13) vertical bars at a spacing not exceed- 
ing 48 inches (1219 mm) shall be provided. 

R404.1.5 Foundation wall thickness based on walls sup- 
ported. The thickness of masonry or concrete foundation 
walls shall not be less than that required by Section 
R404. 1.5.1 or R404.1.5.2, respectively. 

R404.1.5.1 Masonry wall thickness. Masonry founda- 
tion walls shall not be less than the thickness of the wall 
supported, except that masonry foundation walls of at 
least 8-inch (203 mm) nominal thickness shall be permit- 
ted under brick veneered frame walls and under 
10-inch-wide (254 mm) cavity walls where the total 
height of the wall supported, including gables, is not 
more than 20 feet (6096 mm), provided the requirements 
of Section R404.1.1 are met. 

2011 OREGON RESIDENTIAL SPECIALTY CODE 



FOUNDATIONS 


R404.1.5.2 Concrete wall thickness. The thickness of 
concrete foundation walls shall be equal to or greater 
than the thickness of the wall in the story above. Concrete 
foundation walls with corbels, brackets or other projec- 
tions built into the wall for support of masonry veneer or 
other purposes are not within the scope of the tables in 
this section. 

Where a concrete foundation wall is reduced in thick- 
ness to provide a shelf for the support of masonry veneer, 
the reduced thickness shall be equal to or greater than the 
, thickness of the wall in the story above. Vertical rein- 
forcement for the foundation wall shall be based on Table 
R404. 1.2(8) and located in the wall as required by Sec- 
tion R404.1.2.3.7.2 where that table is used. Vertical 
reinforcement shall be based on the thickness of the thin- 
ner portion of the wall. 

Exception: Where the height of the reduced thick- 
ness portion measured to the underside of the floor 
assembly or sill plate above is less than or equal to 24 
inches (610 mm) and the reduction in thickness does 
not exceed 4 inches (102 mm), the vertical reinforce- 
ment is permitted to be based on the thicker portion of 
the wall. 

R404.1.5.3 Pier and curtain wall foundations. Use of 

pier and curtain wall foundations shall be permitted to 
support light-frame construction not more than two stories 
in height, provided the following requirements are met: 

1 . All load-bearing walls shall be placed on continu- 
ous concrete footings placed integrally with the 
exterior wall footings. 

2. The minimum actual thickness of a load-bearing 
masonry wall shall be not less than 4 inches (102 
mm) nominal or 3% inches (92 mm) actual thick- 
ness, and shall be bonded integrally with piers 
spaced in accordance with Section R606.9. 

3. Piers shall be constructed in accordance with Sec- 
tion R606.6 and Section R606.6.1, and shall be 
bonded into the load-bearing masonry wall in 
accordance with Section R608.1.1 or Section 
R608. 1.1.2. 

4. The maximum height of a 4-inch (102 mm) 
load-bearing masonry foundation wall supporting 
wood-frame walls and floors shall not be more 
than 4 feet (1219 mm). 

5. Anchorage shall be in accordance with Section 
R403.1.6, Figure R404. 1.5(1), or as specified by 
engineered design accepted by the building offi- 
cial. 

6 . The unbalanced fill for 4-inch (102 mm) founda- 
tion walls shall not exceed 24 inches (610 mm) for 
solid masonry or 12 inches (305 mm) for hollow 
masonry. 

7. In Seismic Design Categories D, and Dj, prescrip- 
tive reinforcement shall be provided in the hori- 
zontal and vertical direction. Provide minimum 


horizontal joint reinforcement of two No. 9 gage 
wires spaced not less than 6 inches (152 mm) or 
one 74 inch (6.4 mm) diameter wire at 10 inches 
(254 mm) on center vertically. Provide minimum 
vertical reinforcement of one No. 4 bar at 48 
inches (1220 mm) on center horizontally grouted 
in place. 

R404.1,6 Height above finished grade. Concrete and 
masonry foundation walls shall extend above the finished 
grade adjacent to the foundation at all points a minimum of 
4 inches (102 mm) where masonry veneer is used and a min- 
imum of 6 inches (152 mm) elsewhere. 

R404.1.7 Backfill placement. Backfill shall not be placed 
against the wall until the wall has sufficient strength and has 
been anchored to the floor above, or has been sufficiently 
braced to prevent damage by the backfill. 

Exception: Bracing is not required for walls supporting 
less than 4 feet (1219 mm) of unbalanced backfill. 

R404.1.8 Rubble stone masonry. Rubble stone masonry 
foundation walls shall have a minimum thickness of 16 
inches (406 mm), shall not support an unbalanced backfill 
exceeding 8 feet (2438 mm) in height, shall not support a 
soil pressure greater than 30 pounds per square foot per foot 
(4.71 kPa/m), and shall not be constructed in Seismic 
Design Categories D,, Dj or townhouses in Seismic Design 
Category C, as established in Figure R301.2(2). 

R404,2 Wood foundation walls. Wood foundation walls shall 
be constructed in accordance with the provisions of Sections 
R404.2.1 through R404.2.6 and with the details shown in Fig- 
ures R403.1(2) and R403.1(3). 

R404.2.1 Identification. All load-bearing lumber shall be 
identified by the grade mark of a lumber grading or inspec- 
tion agency which has been approved by an accreditation 
body that complies with DOC PS 20. In lieu of a grade mark, 
a certificate of inspection issued by a lumber grading or 
inspection agency meeting the requirements of this section 
shall be accepted. Wood structural panels shall conform to 
DOC PS 1 or DOC PS 2 and shall be identified by a grade 
mark or certificate of inspection issued by an approved 
agency. 

R404.2.2 Stud size. The studs used in foundation walls 
shall be 2-inch by 6 -inch (51 mm by 152 mm) members. 
When spaced 16 inches (406 mm) on center, a wood species 
with an F* value of not less than 1,250 pounds per square 
inch (8619 kPa) as listed in AF&PA/NDS shall be used. 
When spaced 12 inches (305 mm) on center, an Fj, of not less 
than 875 psi (6033 kPa) shall be required. 

R404.2.3 Height of backfill. For wood foundations that 
are not designed and installed in accordance with AF&PA 
PWF, the height of backfill against a foundation wall shall 
not exceed 4 feet (1219 mm). When the height of fill is 
more than 12 inches (305 mm) above the interior of a 
crawl space or floor of a basement, the thickness of the ply- 
wood sheathing shall meet the requirements of Table 
R404.2.3. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-29 



FOUNDATIONS 


GALVANIZED OR STAINLESS STEEL STRAPS, 



MIN. NINE 16D NAILS 
PER STRAP 

TREATED 
SILL PLATE 


MIN, 8 IN. X 16 IN 
MASONRY PIER, TYP. 


MIN. TWO 9 GAGE BOX TIES 
OR TWO MASONRY HEADERS 
AT 8 IN. O.C. EACH PIER 


STRAPS ANCHORED WITH 90 DEGREE HOOK, MIN. 
TWO STRAPS PER PIER, MIN. 4 IN. EMBEDMENT INTO 
FOOTINa MIN. 1.75 IN. HORZ. LEG EXTENSION 



FIGURE R404.1.5(1) 

FOUNDATION WALL CLAY MASONRY CURTAIN WALL WITH CONCRETE MASONRY PIERS 


4-30 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




FOUNDATIONS 


TABLE R404.2.3 

PLYWOOD GRADE AND THICKNESS FOR WOOD FOUNDATION CONSTRUCTION 
(30 pcf equivalent-fluid weight soil pressure) 


HEIGHT OF FILL 
(inches) 

STUD SPACING 
(inches) 

FACE GRAIN ACROSS STUDS 

FACE GRAIN PARALLEL TO STUDS 

Graded 

Minimum 

thickness 

(inches) 

Span rating 

Grade® 

Minimum 
thickness 
(inches)®' ® 

Span rating 

24 

12 

B 

'^^32 

32/16 

A 

'V 32 

32/16 

B 

'V 

32/16 

16 

B 


32/16 

A 


32/16 

B 

'%/(4,5ply) 

40/20 

36 

12 

B 


32/16 

A 


32/16 

B 

(4, 5 ply) 

32/16 

B 

% (4. 5 ply) 

40/20 

16 

B 


32/16 

A 

'%2 

40/20 

B 


48/24 

48 

12 

B 


32/16 

A 

'V 

32/16 

B 

(4, 5 ply) 

40/20 

16 

B 


40/20 

A 

19/ c 
'32 

40/20 

A 


48/24 


For SI: 1 inch = 25.4, mm, I foot = 304.8 mm, 1 pound per cubic foot = 0. 1572kN/m^. 

a. Plywood shall be of the following minimum grades in accordance with DOC PS 1 or DOC PS 2: 

1 . DOC PS 1 Plywood grades marked: 

1.1. Structural I C-D (Exposure 1 ) 

1.2. C-D (Exposure I ) 

2. DOC PS 2 Plywood grades marked: 

2. 1 . Structural I Sheathing (Exposure 1 ) 

2.2. Sheathing (Exposure 1) 

3. Where a major portion of the wall is exposed above ground and a better appearance is desired, the following ply wood grades marked exterior are suitable: 

3.1. Structural I A-C, Structural I B-C or Structural I C-C (Plugged) in accordance with DOC PS I 

3.2. A-C Group 1 , B-C Group 1 , C-C (Plugged) Group 1 or MDO Group 1 in accordance with DOC PS I 

3.3. Single Roor in accordance with DOC PS 1 or DOC PS 2 

b. Minimum thickness 'V 32 inch, except crawl space sheathing may be Vginch for face grain across studs 16 inches on center and maximum 2-foot depth of unequal 
fill. 

c. For this fill height, thickness and grade combination, panels that are continuous over less than three spans (across less than three stud spacings) require blocking 1 6 
inches above the bottom plate. Offset adjacent blocks and fasten through studs with two 16d corrosion-resistant nails at each end. 


R404.2.4 Backfilling. Wood foundation walls shall not be 
backfilled until the basement floor and first floor have been 
constructed or the walls have been braced. For crawl space 
construction, backfill or bracing shall be installed on the 
interior of the walls prior to placing backfill on the exterior. 

R404.2.5 Drainage and dampproofing. Wood foundation 
basements shall be drained and dampproofed in accordance 
with Sections R405 and R406, respectively. 

R404.2.6 Fastening. Wood structural panel foundation 
wall sheathing shall be attached to framing in accordance 
with Table R602.3(l) and Section R402.1.1. 

R404.3 Wood sill plates. Wood sill plates shall be a minimum 
of 2-inch by 4-inch (51 mm by 102 mm) nominal lumber. Sill 


plate anchorage shall be in accordance with Sections R403.1.6 
and R602.il. 

R404.4 Retaining walls. Retaining walls that are not laterally 
supported at the top and that retain in excess of 48 inches ( 1 220 
mm) of unbalanced fill shall be designed to ensure stability 
against overturning, sliding, excessive foundation pressure and 
water uplift. Retaining walls shall be designed for a safety fac- 
tor of 1.5 against lateral sliding and overturning. 

404.5 Precast concrete foundation walls. 

R404.5.1 Design. Precast concrete foundation walls shall 
be designed in accordance with accepted engineering prac- 
tice. The design and manufacture of precast concrete foun- 
dation wall panels shall comply with the materials 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-31 




FOUNDATIONS 


requirements of Section R402.3 or ACI 318. The panel 
design drawings shall be prepared by a registered design 
professional where required by the statutes of the jurisdic- 
tion in which the project is to be constructed in accordance 
with Section R106.1. 

R404.5.2 Precast concrete foundation design drawings. 

Precast concrete foundation wall design drawings shall be 
submitted to the building official and approved prior to 
installation. Drawings shall include, at a minimum, the 
information specified below: 

1. Design loading as applicable; 

2. Footing design and material; 

3. Concentrated loads and their points of application; 

4. Soil bearing capacity; 

5. Maximum allowable total uniform load; 

6. Seismic design category; and 

7. Basic wind speed. 

R404.5.3 Identification. Precast concrete foundation wall 
panels shall be identified by a certificate of inspection label 
issued by an approved third party inspection agency. 

SECTION R405 
FOUNDATION DRAINAGE 

R405.1 Concrete or masonry foundations. Drains shall be 
provided around all concrete or masonry foundations that 
retain earth and enclose habitable or usable spaces located 
below grade. Drainage tiles, gravel or crushed stone drains, 
perforated pipe or other approved systems or materials shall be 
installed at or below the area to be protected and shall discharge 
by gravity or mechanical means into an approved drainage sys- 
tem. Gravel or crushed stone drains shall extend at least 1 foot 
(305 mm) beyond the outside edge of the footing and 6 inches 
(152 mm) above the top of the footing and be covered with an 
approved filter membrane material. The top of open joints of 
drain tiles shall be protected with strips of building paper, and 
the drainage tiles or perforated pipe shall be placed on a mini- 
mum of 2 inches (51 mm) of washed gravel or crushed rock at 
least one sieve size larger than the tile joint opening or perfora- 
tion and covered with not less than 6 inches (152 mm) of the 
same material. 

Exception: A drainage system is not required when the 
foundation is installed on well-drained ground or 
sand-gravel mixture soils according to the Unified Soil 
Classification System, Group I Soils, as detailed in Table 
R405.1. 

R405.1.1 Precast concrete foundation. Precast con- 
crete walls that retain earth and enclose habitable or use- 
able space located below-grade that rest on crushed stone 
footings shall have a perforated drainage pipe installed 
below the base of the wall on either the interior or exte- 
rior side of the wall, at least one foot (305 mm) beyond 
the edge of the wall. If the exterior drainage pipe is used. 


an approved filter membrane material shall cover the 
pipe. The drainage system shall discharge into an 
approved sewer system or to daylight. 

R405.2 Wood foundations. Wood foundations enclosing hab- 
itable or usable spaces located below grade shall be adequately 
drained in accordance with Sections R405.2.1 through 
R405.2.3. 

R405.2.1 Base. A porous layer of gravel, crushed stone or 
coarse sand shall be placed to a minimum thickness of 4 
inches (102 mm) under the basement floor. Provision shall 
be made for automatic draining of this layer and the gravel 
or crushed stone wall footings. 

R405.2.2 Moisture barrier. A 6-mil-thick (0.15 mm) poly- 
ethylene moisture barrier retarder shall be applied over the 
porous layer with the basement floor eonstructed over the 
polyethylene. 

R405.2.3 Drainage system. In other than Group I soils, a 
sump shall be provided to drain the porous layer and footings. 
The sump shall be at least 24 inches (610 mm) in diameter or 
20 inches square (0.0129 m^), shall extend at least 24 inches 
(610 mm) below the bottom of the basement floor and shall 
be capable of positive gravity or mechanical drainage to 
remove any accumulated water. The drainage system shall 
discharge into an approved sewer system or to daylight. 


SECTION R406 

FOUNDATION WATERPROOFING 
AND DAMPPROOFING 

R406.1 Concrete and masonry foundation dampproofing. 

Except where required by Section R406.2 to be waterproofed, 
foundation walls that retain earth and enclose interior spaces 
and floors below grade shall be dampproofed from the top of 
the footing to the finished grade. Masonry walls shall have not 
less than % inch (9.5 mm) portland cement parging applied to 
the exterior of the wall. The parging shall be dampproofed in 
accordance with one of the following: 

1. Bituminous coating. 

2. Three pounds per square yard (1.63 kg/m^) of acrylic 
modified cement. 

3. One-eighth inch (3.2 mm) coat of surface-bonding 
cement complying with ASTM C 887. 

4. Any material permitted for waterproofing in Section 
R406.2. 

5. Other approved methods or materials. 

Exception: Parging of unit masonry walls is not 
required where a material is approved for direct appli- 
cation to the masonry. 

Concrete walls shall be dampproofed by applying any one of 
the above listed dampproofing materials or any one of the 
waterproofing materials listed in Section R406.2 to the exterior 
of the wall. 


4-32 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



FOUNDATIONS 


TABLE R405.1 

PROPERTIES OF SOILS CLASSIFIED ACCORDING TO THE UNIFIED SOIL CLASSIFICATION SYSTEM 


SOIL 

GROUP 

UNIFIED SOIL 
CLASSIFICATION 
SYSTEM SYMBOL 

SOIL DESCRIPTION 

DRAINAGE 

CHARACTERISTICS" 

FROST HEAVE 
POTENTIAL 

VOLUME CHANGE 
POTENTIAL 
EXPANSION" 

Group I 

GW 

Well-graded gravels, gravel sand mixtures, 
little or no fines 

Good 

Low 

Low 

GP 

Poorly graded gravels or gravel sand 
mixtures, little or no fines 

Good 

Low 

Low 

sw 

Well-graded sands, gravelly sands, little or 
no fines 

Good 

Low 

Low 

SP 

Poorly graded sands or gravelly sands, little 
or no fines 

Good 

Low 

Low 

GM 

Silty gravels, gravel-sand-silt mixtures 

Good 

Medium 

Low 

SM 

Silty sand, sand-silt mixtures 

Good 

Medium 

Low 

Group II 

GC 

Clayey grayels, grayel-sand-clay mixtures 

Medium 

Medium 

Low 

SC 

Clayey sands, sand-clay mixture 

Medium 

Medium 

Low 

ML 

Inorganic silts and very fine sands, rock 
flour, silty or clayey fine sands or clayey 
silts with slight plasticity 

Medium 

High 

Low 

CL 

Inorganic clays of low to medium plasticity, 
gravelly clays, sandy clays, silty clays, lean 
clays 

Medium 

Medium 

Medium 
to Low 

Group III 

CH 

Inorganic clays of high plasticity, fat clays 

Poor 

Medium 

High 

MH 

Inorganic silts, micaceous or diatomaceous 
fine sandy or silty soils, elastic silts 

Poor 

High 

High 

Group IV 

OL 

Organic silts and organic silty clays of low 
plasticity 

Poor 

Medium 

Medium 

OH 

Organic clays of medium to high plasticity, 
organic silts 

Unsatisfactory 

Medium 

High 

Pt 

Peat and other highly organic soils 

Unsatisfactory 

Medium 

High 


For SI: 1 inch = 25.4 mm. 

a. The percolation rate for good drainage is over 4 inches per hour, medium drainage is 2 inches to 4 inches per hour, and poor is less than 2 inches per hour. 

b. Soils with a low potential expansion typically have a plasticity index (PI) of 0 to 15, soils with a medium potential expansion have a PI of 10 to 35 and soils with a 
high potential expansion have a PI greater than 20. 


R406.2 Concrete and masonry foundation waterproofing. 

In areas where a high water table or other severe soil-water con- 
ditions are known to exist, exterior foundation walls that retain 
earth and enclose interior spaces and floors below grade shall 
be waterproofed from the top of the footing to the finished 
grade. Walls shall be waterproofed in accordance with one of 
the following; 

1 . Two-ply hot-mopped felts. 

2. Fifty five pound (25 kg) roll roofing. 

3. Six-mil (0.15 mm) polyvinyl chloride. 

4. Six-mil (0.15 mm) polyethylene. 

5. Forty-mil (1 mm) polymer-modified asphalt. 

6. Sixty-mil (1.5 mm) flexible polymer cement. 

7. One-eighth inch (3 mm) cement-based, fiber-reinforced, 
waterproof coating. 

8. Sixty-mil (0.22 mm) solvent-free liquid-applied syn- 
thetic rubber. 


Exception: Organic-solvent-based products such as hydro- 
carbons, chlorinated hydrocarbons, ketones and esters shall 
not be used for ICF walls with expanded polystyrene form 
material. Use of plastic roofing cements, acrylic coatings, 
latex coatings, mortars and pargings to seal ICF walls is per- 
mitted. Cold-setting asphalt or hot asphalt shall conform to 
type C of ASTM D 449. Hot asphalt shall be applied at a 
temperature of less than 200°F (93°C). 

All joints in membrane waterproofing shall be lapped and 
sealed with an adhesive compatible with the membrane. 

R406.3 Dampproofing for wood foundations. Wood founda- 
tions enclosing habitable or usable spaces located below grade 
shall be dampproofed in accordance with Sections R406.3.1 
through R406.3.4. 

R406.3.1 Panel joint sealed. Plywood panel joints in the 
foundation walls shall be sealed full length with a caulking 
compound capable of producing a moisture-proof seal 
under the conditions of temperature and moisture content at 
which it will be applied and used. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


4-33 




FOUNDATIONS 


R406.3.2 Below-grade moisture barrier. A 6 -mil-thick 
(0.15 mm) polyethylene film shall be applied over the 
below-grade portion of exterior foundation walls prior to 
backfilling. Joints in the polyethylene film shall be lapped 6 
inches (152 mm) and sealed with adhesive. The top edge of 
the polyethylene film shall be bonded to the sheathing to 
form a seal. Film areas at grade level shall be protected from 
mechanical damage and exposure by a pressure 
preservatively treated lumber or plywood strip attached to 
the wall several inches above finish grade level and extend- 
ing approximately 9 inches (229 mm) below grade. The 
joint between the strip and the wall shall be caulked full 
length prior to fastening the strip to the wall. Other cover- 
ings appropriate to the architectural treatment may also be 
used. The polyethylene film shall extend down to the bot- 
tom of the wood footing plate but shall not overlap or extend 
into the gravel or crushed stone footing. 

R406.3.3 Porous fill. The space between the excavation and 
the foundation wall shall be backfilled with the same mate- 
rial used for footings, up to a height of 1 foot (305 mm) 
above the footing for well-drained sites, or one-half the total 
back-fill height for poorly drained sites. The porous fill shall 
be covered with strips of 30-pound (13.6 kg) asphalt paper 
or 6 -mil (0.15 mm) polyethylene to permit water seepage 
while avoiding infiltration of fine soils. 

R406.3.4 Backfill. The remainder of the excavated area 
shall be backfilled with the same type of soil as was removed 
during the excavation. 

R406.4 Precast concrete foundation system dampproofing. 

Except where required by Section R406.2 to be waterproofed, 

precast concrete foundation walls enclosing habitable or useable 

spaces located below grade shall be dampproofed in accordance 

with Section R406.1. 

R406.4.1 Panel joints sealed. Precast concrete foundation 
panel joints shall be sealed full height with a sealant meeting 
ASTM C 920, Type S or M, Grade NS, Class 25, Use NT, M 
or A. Joint sealant shall be installed in accordance with the 
manufacturer’s installation instructions. 


SECTION R407 
COLUMNS 

R407.1 Wood column protection. Wood columns shall be 
protected against decay as set forth in Section R317. 

R407.2 Steel column protection. All surfaces (inside and out- 
side) of steel columns shall be given a shop coat of 
rust-inhibitive paint, except for corrosion-resistant steel and 
steel treated with coatings to provide corrosion resistance. 

R407.3 Structural requirements. The columns shall be 
restrained to prevent lateral displacement at the bottom end. 
Wood columns shall not be less in nominal size than 4 inches by 
4 inches (102 mm by 102 mm). Steel columns shall not be less 
than 3-inch-diameter (76 mm) Schedule 40 pipe manufactured 
in accordance with ASTM A 53 Grade B or approved equiva- 
lent. 

> Exception: Columns no more than 48 inches (1219 mm) in 
height on a pier or footing are exempt from the bottom end 


lateral displacement requirement within under-floor areas 
enclosed by a continuous foundation (see Figure R502.9). 


SECTION R408 
UNDER-FLOOR SPACE 

R408.1 Ventilation. Tbe under-floor space between tbe bot- 
tom of the floor joists and the earth under any building (except 
space occupied by a basement) shall have ventilation openings 
through foundation walls or exterior walls. The minimum net 
area of ventilation openings shall not be less than 1 square foot 
(0.0929 m^) for each 150 square feet (14 m^) of under- floor 
space area. 

The minimum net area of ventilation openings may be 
reduced to 1 square foot (0.0929 m^) for each 1,500 square feet 
(140 m^) of under-floor space area when the ground surface is 
covered by a 6 -mil (0.006 inch; 0.15 mm), black polyethylene 
sheeting or other approved materials, with joints lapped 12 
inches (305 mm) at seams and extending up the foundation 
walls 12 inches (305 mm). 

The required ventilation openings shall be placed so as to 
provide cross ventilation of the space with one such ventilating 
opening shall be within 3 feet (914 mm) of each comer of the 
building. 

Exceptions: 

1. Ventilation openings shall be permitted to be omitted 
on one side. 

2. Ventilation openings are not required in the founda- 
tion when a continuously operated mechanical venti- 
lation system is installed. The system shall be 
designed to have the capacity to exhaust a minimum 
of 1 .0 cfm (0.5 L/s) for each 50 square feet (4.6 L/s) of 
under-floor area. The ground surface shall be covered 
with an approved ground cover material. 

3. Ventilation openings in townhouses shall be permit- 
ted to be omitted on two sides when adjoining adja- 
cent dwellings. 

R408.2 Openings for under-floor ventilation. Ventilation 
openings shall be covered for their height and width with any of 
the following materials provided that the least dimension of the 
covering shall not exceed '(4 inch (6.4 mm): 

1. Perforated sheet metal plates not less than 0.070 inch 
( 1.8 mm) thick. 

2. Expanded sheet metal plates not less than 0.047 inch (1.2 
mm) thick. 

3. Cast-iron grill or grating. 

4. Extruded load-bearing brick vents. 

5. Hardware cloth of 0.035 inch (0.89 mm) wire or heavier. 

6 . Corrosion-resistant wire mesh, with the least dimension 
being 7g inch (3.2 mm) thick. 

The installation of operable louvers shall not be prohibited. 

R408.3 Access. Access shall be provided to all under-floor 
spaces. Access openings through the floor shall be a minimum 
of 18 inches by 24 inches (457 mm by 610 mm). Openings 


4-34 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



through a perimeter wall shall be not less than 16 inches by 24 
inches (407 mm by 610 mm). When any portion of the 
through-wall access is below grade, an areaway not less than 
16 inches by 24 inches (407 mm by 610 mm) shall be provided. 
The bottom of the areaway shall be below the threshold of the 
access opening. Through wall access openings shall not be 
located under a door to the residence. See Section Ml 305. 1.4 
for access requirements where mechanical equipment is 
located under floors. 

R408.4 Removal of debris. The under-floor grade shall be 
cleaned of all vegetation and organic material. All wood forms 
used for placing concrete shall be removed before a building is 
occupied or used for any purpose. All construction materials 
shall be removed before a building is occupied or used for any 
purpose. 

R408.5 Finished grade. The finished grade of under-floor 
surface may be located at the bottom of the footings; however, 
where there is evidence that the groundwater table can rise to 
within 6 inches (152 mm) of the finished floor at the building 
perimeter or where there is evidence that the surface water does 
not readily drain from the building site, the grade in the 
under-floor space shall be as high as the outside finished grade, 
unless an approved drainage system is provided. 

R408.6 Flood resistance. For buildings located in areas prone 
to flooding as established by the local jurisdiction: 

1. Walls enclosing the under-floor space shall be provided 
with flood openings in accordance with Section 
R322.2.2. 

2. The finished ground level of the under-floor space shall 
be equal to or higher than the outside finished ground 
level on at least one side. 

Exception: Under-floor spaces that meet the requirements 

ofFEMA/FIATB 11-1. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






4-36 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



CHAPTER 5 

FLOORS 


SECTION R501 
GENERAL 

R501.1 Application. The provisions of this chapter shall con- 
trol the design and construction of the floors for all buildings 
including the floors of attic spaces used to house mechanical or 
plumbing fixtures and equipment. 

R501.2 Requirements. Floors of wood construction shall be 
designed and constructed in accordance with one of the following: 
The AFPA “National Design Specification for Wood Construc- 
tion,” HPMA (ANSI) LHF, the “Canadian Dimension Lumber 
Data Book,” “Southern Pine Maximum Spans for Floor and Ceil- 
ing Joists and Roof Rafters,” or the “Western Lumber Span Tables 
for Floor and Ceiling Joists and Roof Rafters,” listed in Chapter 43 
and floors of steel construction shall meet the requirements of 
Section R505. Floor construction shall be capable of accommo- 
dating all loads according to Section R301 and of transmitting 
the resulting loads to the supporting structural elements. 

R501.3 Fire protection of floors. Floor assemblies, not 
required elsewhere in this code to be fire resistance rated, shall 
be provided with a Vj inch (13 mm) gypsum wallboard mem- 
brane, Vg inch (16 mm) wood structural panel membrane, or 
equivalent on the underside of the floor framing member. 

Exceptions: 

1. Floor assemblies located directly over a space pro- 
tected by an automatic sprinkler system in accordance 
with Appendix T, NFPA 13D, or other approved 
equivalent sprinkler system. 

2. Floor assemblies located directly over a crawl space 
not used for storage or fuel-fired appliances. 

3. Portions of floor assemblies can be unprotected when 
complying with the following: 

3.1. The aggregate area of the unprotected por- 
tions shall not exceed 80 square feet (7.43 m^) 
per story. 

3.2. Fireblocking in accordance with Section 
R302. 1 1 . 1 shall be installed along the perime- 
ter of the unprotected portion to separate the 
unprotected portion from the remainder of the 
floor assembly. 

4. Wood floor assemblies using dimension lumber or 
structural composite lumber, excluding I-joists, equal 
to or greater than 2-inch by 10-inch (51 mm by 254 
mm) nominal dimension, or other approved floor 
assemblies demonstrating equivalent fire perfor- 


SECTION R502 
WOOD FLOOR FRAMING 

R502.1 Identification. Load-bearing dimension lumber for 
Joists, beams and girders shall be identified by a grade mark of 
a lumber grading or inspection agency that has been approved 
by an accreditation body that complies with DOC PS 20. In lieu 
of a grade mark, a certificate of inspection issued by a lumber 
grading or inspection agency meeting the requirements of this 
section shall be accepted. 

R502.1.1 Preservative-treated lumber. Preservative treated 
dimension lumber shall also be identified as required by Sec- 
tion R317.2. 

R502.1.2 Blocking and subflooring. Blocking shall be a 
minimum of 1 .5 inch (38. 1 mm) T&G utility grade lumber. 
Subflooring may be a minimum of utility grade lumber or 
No. 4 common grade boards. No. 3 or better grade sub-floor- 
ing is not required to be T&G. 

R502.1.3 End-jointed lumber. Approved end-jointed lum- 
ber identified by a grade mark conforming to Section 
R502. 1 may be used interchangeably with solid-sawn mem- 
bers of the same species and grade. 

R502.1.4 Prefabricated wood I-joists. Structural capaci- 
ties and design provisions for prefabricated wood I-joists 
shall be established and monitored in accordance with 
ASTM D 5055. 

R502.1.5 Structural glued laminated timbers. Glued 
laminated timbers shall be manufactured and identified as 
required in ANSFAITC A190.1 and ASTM D 3737. 

R502.1.6 Structural log members. Stress grading of strue- 
tural log members of nonrectangular shape, as typically 
used in log buildings, shall be in accordance with ASTM D 
3957. Such structural log members shall be identified by the 
grade mark of an approved lumber grading or inspection 
agency. In lieu of a grade mark on the material, a certificate 
of inspection as to species and grade issued by a lum- 
ber-grading or inspection agency meeting the requirements 
of this section shall be permitted to be accepted. 

R502.1.7 Exterior wood/plastic composite deck boards. 

Wood/plastic composites used in exterior deck boards shall 
comply with the provisions of Section R317.4. 

R502.2 Design and construction. Floors shall be designed 
and constructed in accordance with the provisions of this chap- 
ter, Figure R502.2 and Section R317 or in accordance with 
AF&PA/NDS. 

R502.2.1 Framing at braced wall lines. A load path for 
lateral forces shall be provided between floor framing and 
braced wall panels located above or below a floor, as speci- 
fied in Section R602.10.6. 


mance. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-1 



FLOORS 


SUBFLOOR OR 



SEPARATED FOR PIPES, BLOCK 
4 FT ON CENTER MAXIMUM 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 


FIGURE R502.2 
FLOOR CONSTRUCTION 


5-2 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



FLOORS 







R502.2.2 Decks. Where supported by attachment to an 
exterior wall, decks shall be positively anchored to the pri- 
mary structure and designed for both vertical and lateral 
loads as applicable. Such attachment shall not be accom- 
plished by the use of toenails or nails subject to withdrawal. 
Where positive connection to the primary building structure 
cannot be verified during inspection, decks shall be self- 
supporting. For decks with cantilevered framing members, 
connections to exterior walls or other framing members, 
shall be designed and constructed to resist uplift resulting 
from the full live load specified in Table R301.5 acting on 
the cantilevered portion of the deck. 

R502.2.2.1 Deck ledger connection to band joist. For 

decks supporting a total design load of 50 pounds per 
square foot (2394 Pa) [40 pounds per square foot (1915 
Pa) live load plus 1 0 pounds per square foot (479 Pa) dead 
load], the connection between a deck ledger of pressure- 
preservative-treated or approved decay- resistant species, 
and a 2-inch (5 1 mm) nominal lumber or approved engi- 
neered wood band joist bearing on a sill plate or wall plate 
shall be constructed with Vj-inch (12.7 m) lag screws or 
bolts with washers in accordance with Table R502.2.2.1. 
Lag screws, bolts and washers shall be hot-dipped galva- 
nized or stainless steel. 

R502,2.2.1.1 Placement of lag screws or bolts in 
deck ledgers. The lag screws or bolts shall be placed 
2 inches (5 1 mm) in from the bottom or top of the deck 
ledgers and between 2 and 5 inches (51 and 127 mm) 
in from the ends. The lag screws or bolts shall be stag- 
gered from the top to the bottom along the horizontal 
run of the deck ledger. 

R502.2.2.2 Alternate deck ledger connections. Deck 
ledger connections not conforming to Table R502.2.2.1 
shall be designed in accordance with accepted engineer- 
ing practice. 

R502.2.23 Deck lateral load connection. The lateral load 
connection required by Section R502.2.2 shall be permitted 
to be in accordance with Figure R502.2.2.3. Hold-down ten- 
sion devices shall be installed in not less than two locations 
per deck, and each device shall have an allowable stress 
design capacity of not less than 15(X) pounds (6672 N). 

R502,2.2.4 Exterior wood/plastic composite deck boards. 

Wood/plastic composite deck boards shall be installed in 
accordance with the manufacturer’s instructions. 


R502.3 Allowable joist spans. Spans for floor joists shall be in 
accordance with Tables R502.3.1(l) and R502.3.1(2). For 
other grades and species and for other loading conditions, refer 
to the AF&PA Span Tables for Joists and Rafters. 


R502.3.1 Sleeping areas and attic joists. Table 
R502.3. 1(1) shall be used to determine the maximum allow- 
able span of floor joists that support sleeping areas and 
attics that are accessed by means of a fixed stairway in 
accordance with Section R3 1 1 .7 provided that the design 
live load does not exceed 30 pounds per square foot (1.44 
kPa) and the design dead load does not exceed 20 pounds 
per square foot (0.96 kPa). The allowable span of ceiling 


joists that support attics used for limited storage or no stor- 
age shall be determined in accordance with Section R802.4. 

R502.3.2 Other floor joists. Table R502.3. 1(2) shall be used 
to determine the maximum allowable span of floor joists that 
support all other areas of the building, other than sleeping 
rooms and attics, provided that the design live load does not 
exceed 40 pounds per square foot (1 .92 kPa) and the design 
dead load does not exceed 20 pounds per square foot (0.96 
kPa). 

R502.3.3 Floor cantilevers. Floor cantilever spans shall not 
exceed the nominal depth of the wood floor joist. Floor canti- 
levers constructed in accordance with Table R502.3.3(l) 
shall be permitted when supporting a light-frame bearing 
wall and roof only. Roor cantilevers supporting an exterior 
balcony are permitted to be constructed in accordance with 
Table R502.3.3(2). 

R502.4 Joists under bearing partitions. Joists under parallel 
bearing partitions shall be of adequate size to support the load. 
Double joists, sized to adequately support the load, that are sep- 
arated to permit the installation of piping or vents shall be full 
depth solid blocked with lumber not less than 2 inches (51 mm) 
in nominal thickness spaced not more than 4 feet (1219 mm) on 
center. Bearing partitions perpendicular to joists shall not be 
offset from supporting girders, walls or partitions more than 
the joist depth unless such joists are of sufficient size to carry 
the additional load. 

R502,5 Allowable girder spans. The allowable spans of gird- 
ers fabricated of dimension lumber shall not exceed the values 
set forth in Tables R502.5(l), R502.5(2) or Table R502.5(3). | | 

R502.6 Bearing. The ends of each joist, beam or girder shall 
have not less than 1 .5 inches (38 mm) of bearing on wood or 
metal and not less than 3 inches (76 mm) on masonry or con- 
crete except where supported on a l-inch-by-4-inch (25.4 mm 
by 102 mm) ribbon strip and nailed to the adjacent stud or by 
the use of approved joist hangers. 

R502.6.1 Floor systems. Joists framing from opposite 
sides over a bearing support shall lap a minimum of 3 
inches (76 mm) and shall be nailed together with a mini- 
mum three lOd face nails. A wood or metal splice with 
strength equal to or greater than that provided by the nailed 
lap is permitted. 

R502.6.2 Joist framing. Joists framing into the side of a 
wood girder shall be supported by approved framing 
anchors or on ledger strips not less than nominal 2 inches by 
2 inches (51 mm by 51 mm). 

R502.7 Lateral restraint at supports. Joists shall be sup- 
ported laterally at the ends by full-depth solid blocking not less 
than 2 inches (51 mm) nominal in thickness; or by attachment 
to a full-depth header, band or rim joist, or to an adjoining stud 
or shall be otherwise provided with lateral support to prevent 
rotation. 

Exception: Trusses, structural composite lumber, structural | 
glued-laminated members and I-joists shall be supported lat- 
erally as required by the manufacturer’s recommendations. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-3 



FLOORS 


> 


TABLE R502.2.2.1 

FASTENER SPACING FOR A DECK LEDGER AND A 2-INCH NOMINAL SOLID-SAWN BAND JOIST’ ' ^ 
(Deck live load = 40 psf, deck dead load = 10 psf) 


JOIST SPAN 

6’ and less 

ertos' 

8'rtoio' 

10'Tto12' 

12'1'to14' 

14'1"tOl6' 

16'1"to18' 

Connection details 

On-center spacing of fasteners'*’ ° 

'/j inch diameter lag screw with 'V 32 inch 
maximum sheathing^ 

30 

23 

18 

15 

13 

11 

10 

'/j inch diameter bolt with 'V 32 inch maximum 
sheathing 

36 

36 

34 

29 

24 

21 

19 

'/2 inch diameter bolt with 'V 32 inch maximum 
sheathing and ‘/2 inch stacked washers*’’ *■ 

36 

36 

29 

24 

21 

18 

16 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 1 pound per square foot = 0.0479kPa. 

a. The tip of the lag screw shall fully extend beyond the inside face of the band joist. 

b. The maximum gap between the face of the ledger board and fece of the wall sheathing shall be Vj". 

c. Ledgers shall be flashed to prevent water from contacting the house band Joist. 

d. Lag screws and bolts shall be staggered in accordance with Section R502.2.2. 1 . 1 . 

e. Deck ledger shall be minimum 2x8 pressure-preservative-treated No.2 grade lumber, or other approved materials as established by standard engineering practice. 

f. When solid-sawn pressure-preservative-treated deck ledgers are attached to a minimum 1 inch thick engineered wood product (structural composite lumber, lami- 
nated veneer lumber or wood structural panel band joist), the ledger attachment shall be designed in accordance with accepted engineering practice. 

g. A minimum 1 x 9 '!^ Douglas Fir laminated veneer lumber rimboard shall be permitted in lieu of the 2-inch nominal band joist. 

h. Wood structural panel sheathing, gypsum board sheathing or foam sheathing not exceeding I inch in thickness shall be permitted. The maximum distance between 
the face of the ledger board and the face of the band joist shall be 1 inch. 



5-4 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





FLOORS 


TABLE R502.3.1(1) 

FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES 
(Residential sleeping areas, live load = 30 psf, L/A = 360)° 





DEAD LOAD 10 psf 

DEAD LOAD = 20 psf 




2x6 

2x8 

2x10 

2x12 

2x6 

2x8 

2x10 

2x12 

JOIST 

SPACING 



Maximum floor joist spans 

SPECIES AND GRADE 


(ft - In.) 

(ft -in.) 

(ft -in.) 

(ft -in.) 

(ft -in.) 

(ft - in.) 

(ft -in.) 

(ft -in.) 

(Inches) 


Douglas fir-larch 

ss 

1 2-6 

16-6 

21-0 

25-7 

12-6 

16-6 

21-0 

25-7 


Douglas fir-larch 

#1 

1 2-0 

15-10 

20-3 

24-8 

12-0 

15-7 

19-0 

22-0 


Douglas fir-larch 

n 

ll-IO 

15-7 

19-10 

23-0 

11-6 

14-7 

17-9 

20-7 


Douglas fir-larch 

#3 

9-8 

12-4 

15-0 

1 7-5 

8-8 

11-0 

13-5 

15-7 


Hem-fir 

ss 

ll-lO 

15-7 

19-10 

24-2 

11-10 

15-7 

19-10 

24-2 


Hem-fir 

#1 

1 1-7 

15-3 

19-5 

23-7 

11-7 

15-2 

18-6 

21-6 


Hem-fir 

#2 

ll-O 

14-6 

18-6 

22-6 

11-0 

14-4 

17-6 

20-4 

12 

Hem-fir 

#3 

9-8 

12-4 

15-0 

1 7-5 

8-8 

11-0 

13-5 

15-7 

Southern pine 

SS 

1 2-3 

16-2 

20-8 

25- 1 

12-3 

16-2 

20-8 

25-1 


Southern pine 

#1 

1 2-0 

15-10 

20-3 

24-8 

12-0 

15-10 

20-3 

24-8 


Southern pine 

#2 

ll-io 

15-7 

19-10 

24-2 

11-10 

15-7 

18-7 

21-9 


Southern pine 

#3 

1 0-5 

13-3 

15-8 

1 8-8 

9-4 

11-11 

14-0 

16-8 


Spnice-pine-flr 

SS 

11-7 

15-3 

19-5 

23-7 

11-7 

15-3 

19-5 

23-7 


Spnice-pine-fir 

#1 

11-3 

14-11 

19-0 

23-0 

11-3 

14-7 

17-9 

20-7 


Spruce-pine-fir 

#2 

1I-3 

14-11 

19-0 

23-0 

11-3 

14-7 

17-9 

20-7 


Spruce-pine-fir 

#3 

9-8 

12-4 

15-0 

1 7-5 

8-8 

1 1-0 

13-5 

15-7 


Douglas fir-larch 

SS 

1 1 -4 

15-0 

19-1 

23-3 

11-4 

15-0 

19-1 

23-0 


Douglas fir-larch 

#1 

lO-ll 

14-5 

18-5 

21-4 

10-8 

13-6 

16-5 

19-1 


Douglas fir-larch 

#2 

10-9 

14-1 

17-2 

I9-II 

9-11 

12-7 

15-5 

17-10 


Douglas fir-larch 

#3 

8-5 

10-8 

13-0 

15-1 

7-6 

9-6 

11-8 

13-6 


Hem-fir 

SS 

10-9 

14-2 

18-0 

21-II 

10-9 

14-2 

18-0 

21-1 1 


Hem-fir 

#I 

10-6 

13-10 

17-8 

20-9 

10-4 

13-1 

16-0 

18-7 


Hem-fir 

#2 

10-0 

13-2 

16-10 

1 9-8 

9-10 

12-5 

15-2 

17-7 

16 

Hem-fir 

#3 

8-5 

10-8 

13-0 

15-1 

7-6 

9-6 

11-8 

13-6 

Southern pine 

SS 

11-2 

14-8 

18-9 

22- 1 0 

11-2 

14-8 

18-9 

22-10 


Southern pine 

#1 

10-1 1 

14-5 

18-5 

22-5 

10-1 1 

14-5 

17-11 

21-4 


Southern pine 

#2 

10-9 

14-2 

18-0 

21-1 

10-5 

13-6 

16-1 

18-10 


Southern pine 

#3 

9-0 

11-6 

13-7 

1 6-2 

8-1 

10-3 

12-2 

14-6 


Spruce-pine-fir 

SS 

10-6 

13-10 

17-8 

21-6 

10-6 

13-10 

17-8 

21-4 


Spruce-pine-fir 

#1 

10-3 

13-6 

17-2 

19-I1 

9-11 

12-7 

15-5 

17-10 


Spruce-pine-fir 

#2 

10-3 

13-6 

17-2 

19-I I 

9-11 

12-7 

15-5 

17-10 


Spruce-pine-fir 

#3 

8-5 

10-8 

13-0 

I5-I 

7-6 

9-6 

11-8 

13-6 


Douglas fir-larch 

SS 

10-8 

14-1 

18-0 

21-10 

10-8 

14-1 

18-0 

21-0 


Douglas fir-larch 

#1 

10-4 

13-7 

16-9 

1 9-6 

9-8 

12-4 

15-0 

17-5 


Douglas fir-larch 

#2 

10-1 

12-10 

15-8 

1 8-3 

9-1 

11-6 

14-1 

16-3 


Douglas fir-larch 

#3 

7-8 

9-9 

11-10 

1 3-9 

6-10 

8-8 

10-7 

12-4 


Hem-fir 

ss 

10-1 

13-4 

17-0 

20-8 

10-1 

13-4 

17-0 

20-7 


Hem-fir 

#1 

9-10 

13-0 

16-4 

1 9-0 

9-6 

12-0 

14-8 

17-0 


Hem-fir 

#2 

9-5 

12-5 

15-6 

17-1 

8-11 

11-4 

13-10 

16-1 

19.2 

Hem-fir 

#3 

7-8 

9-9 

11-10 

1 3-9 

6-10 

8-8 

10-7 

12-4 

Southern pine 

SS 

10-6 

13-10 

17-8 

21-6 

10-6 

13-10 

17-8 

21-6 


Southern pine 

#1 

10-4 

13-7 

17-4 

2I-I 

10-4 

13-7 

16-4 

19-6 


Southern pine 

#2 

10-1 

13-4 

16-5 

1 9-3 

9-6 

12-4 

14-8 

17-2 


Southern pine 

#3 

8-3 

10-6 

12-5 

1 4-9 

7-4 

9-5 

11-1 

13-2 


Spruce-pine-fir 

SS 

9-10 

13-0 

16-7 

20-2 

9-10 

13-0 

16-7 

19-6 


Spruce-pine-fir 

#1 

9-8 

12-9 

15-8 

1 8-3 

9-1 

11-6 

14-1 

16-3 


Spruce-pine-fir 

#2 

9-8 

12-9 

15-8 

18-3 

9-1 

11-6 

14-1 

16-3 


Spruce-pine-fir 

#3 

7-8 

9-9 

11-10 

1 3-9 

6-10 

8-8 

10-7 

12-4 


Douglas fir-larch 

SS 

9-11 

13-1 

16-8 

20-3 

9-11 

13-1 

16-2 

18-9 


Douglas fir-larch 

#1 

9-7 

12-4 

15-0 

1 7-5 

8-8 

11-0 

13-5 

15-7 


Douglas fir-larch 

#2 

9-1 

11-6 

14-1 

1 6-3 

8-1 

10-3 

12-7 

14-7 


Douglas fir-larch 

#3 

6-10 

8-8 

10-7 

1 2-4 

6-2 

7-9 

9-6 

11-0 


Hem- fir 

SS 

9-4 

12-4 

15-9 

1 9-2 

9-4 

12-4 

15-9 

18-5 


Hem-fir 

#1 

9-2 

12-0 

14-8 

1 7-0 

8-6 

10-9 

13-1 

15-2 


Hem-fir 

#2 

8-9 

11-4 

13-10 

I6-I 

8-0 

10-2 

12-5 

14-4 

24 

Hem-fir 

#3 

6-10 

8-8 

10-7 

12-4 

6-2 

7-9 

9-6 

11-0 

Southern pine 

SS 

9-9 

12-10 

16-5 

19-11 

9-9 

12-10 

16-5 

19-11 


Southern pine 

#1 

9-7 

12-7 

16-1 

19-6 

9-7 

12-4 

14-7 

17-5 


Southern pine 

#2 

9-4 

12-4 

14-8 

17-2 

8-6 

11-0 

13-1 

15-5 


Southern pine 

#3 

7-4 

9-5 

ll-l 

13-2 

6-7 

8-5 

9-11 

1 1-10 


Spruce-pine-fir 

SS 

9-2 

12-1 

15-5 

18-9 

9-2 

12-1 

15-0 

17-5 


Spruce-pine-fir 

#1 

8-11 

11-6 

14-1 

16-3 

8-1 

10-3 

12-7 

14-7 


Spruce-pine-fir 

#2 

8-11 

11-6 

14-1 

16-3 

8-1 

10-3 

12-7 

14-7 


Spruce-pine-fir 

#3 

6-10 

8-8 

10-7 

12-4 

6-2 

7-9 

9-6 

11-0 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. 

Note: Check sources for availability of lumber in lengths greater than 20 feet. 

a. Dead load limits for townhouses in Seismic Design Category C and all structures in Seismic Design Categories D, and Dj shall be determined in accordance with 
Section R301.2.2.2. 1. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-5 




FLOORS 


TABLE R502.3.1(2) 

FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES 
(Residential living areas, live load = 40 psf, L/A = 360)” 


JOIST 

SPACING 

(Inches) 

SPECIES AND GRADE 

DEAD LOAD = 10 psf 

DEAD LOAD = 20 psf 

2x6 

2x8 

2x10 

2x12 

2x6 

2x8 

2x10 

2x12 

Maximum floor joist spans 

(ft -in.) 

(ft -in.) 

(ft -in.) 

(ft -in.) 

(ft -in.) 

(ft -in.) 

(ft -in.) 

(ft -in.) 


Douglas fir-larch 

ss 

11-4 

15-0 

19-1 

23-3 

11-4 

15-0 

19-1 

23-3 


Douglas fir-larch 

#1 

10-11 

14-5 

18-5 

22-0 

lO-l 1 

14-2 

1 7-4 

20-1 


Douglas fir-larch 

#2 

10-9 

14-2 

17-9 

20-7 

10-6 

13-3 

16-3 

18-10 


Douglas fir-larch 

#3 

8-8 

11-0 

13-5 

15-7 

7-11 

10-0 

12-3 

14-3 


Hem-fir 

SS 

10-9 

14-2 

18-0 

21-11 

10-9 

14-2 

18-0 

21-11 


Hem-fir 

#1 

10-6 

13-10 

17-8 

21-6 

10-6 

13-10 

16-11 

19-7 


Hem-fir 

#2 

10-0 

13-2 

16-10 

20-4 

10-0 

13-1 

16-0 

18-6 


Hem-fir 

#3 

8-8 

11-0 

13-5 

15-7 

7-11 

10-0 

12-3 

14-3 


Southern pine 

SS 

11-2 

14-8 

18-9 

22-10 

11-2 

14-8 

18-9 

22-10 


Southern pine 

#1 

10-11 

14-5 

18-5 

22-5 

10-11 

14-5 

18-5 

22-5 


Southern pine 

#2 

10-9 

14-2 

18-0 

21-9 

10-9 

14-2 

16-11 

19-10 


Southern pine 

#3 

9-4 

11-11 

14-0 

16-8 

8-6 

10-10 

12-10 

15-3 


Spruce-pine-fir 

ss 

10-6 

13-10 

17-8 

21-6 

10-6 

13-10 

17-8 

21-6 


Spruce-pine-fir 

#1 

10-3 

13-6 

17-3 

20-7 

10-3 

13-3 

16-3 

18-10 


Spruce-pine-fir 

#2 

10-3 

13-6 

17-3 

20-7 

10-3 

13-3 

16-3 

18-10 


Spruce-pine-fir 

#3 

8-8 

ll-O 

13-5 

15-7 

7-11 

10-0 

12-3 

14-3 


Douglas fir-larch 

ss 

10-4 

13-7 

17-4 

21-1 

10-4 

13-7 

17-4 

21-0 


Douglas fir-larch 

#1 

9 -n 

13-1 

16-5 

19-1 

9-8 

12-4 

15-0 

17-5 


Douglas fir-larch 

#2 

9-9 

12-7 

15-5 

17-10 

9-1 

11-6 

14-1 

16-3 


Douglas fir-larch 

#3 

7-6 

9-6 

11-8 

13-6 

6-10 

8-8 

10-7 

12-4 


Hem-fir 

ss 

9-9 

12-10 

16-5 

19-11 

9-9 

12-10 

16-5 

19-11 


Hem-fir 

#1 

9-6 

12-7 

16-0 

18-7 

9-6 

12-0 

14-8 

17-0 


Hem-fir 

#2 

9-1 

12-0 

15-2 

17-7 

8-11 

11-4 

13-10 

16-1 


Hem-fir 

#3 

7-6 

9-6 

11-8 

13-6 

6-10 

8-8 

10-7 

12-4 


Southern pine 

ss 

10-2 

13-4 

17-0 

20-9 

10-2 

13-4 

17-0 

20-9 


Southern pine 

#1 

9-11 

13-1 

16-9 

20-4 

9-11 

13-1 

16-4 

19-6 


Southern pine 

#2 

9-9 

12-10 

16-1 

18-10 

9-6 

12-4 

14-8 

17-2 


Southern pine 

#3 

8-1 

10-3 

12-2 

14-6 

7-4 

9-5 

ll-l 

13-2 


Spruce-pine-fir 

SS 

9-6 

12-7 

16-0 

19-6 

9-6 

12-7 

16-0 

19-6 


Spruce-pine-fir 

#1 

9-4 

12-3 

15-5 

17-10 

9-1 

11-6 

14-1 

16-3 


Spruce-pine-fir 

#2 

9-4 

12-3 

15-5 

17-10 

9-1 

11-6 

14-1 

16-3 


Spruce-pine-fir 

#3 

7-6 

9-6 

11-8 

13-6 

6-10 

8-8 

10-7 

12-4 


Douglas fir-larch 

SS 

9-8 

12-10 

16-4 

19-10 

9-8 

12-10 

16-4 

19-2 


Douglas fir-larch 

#1 

9-4 

12-4 

15-0 

17-5 

8-10 

11-3 

13-8 

15-11 


Douglas fir-larch 

#2 

9-1 

1 1-6 

14-1 

16-3 

8-3 

10-6 

12-10 

14-10 


Douglas fir-larch 

#3 

6-10 

8-8 

10-7 

12-4 

6-3 

7-11 

9-8 

11-3 


Hem-fir 

SS 

9-2 

12-1 

15-5 

18-9 

9-2 

12-1 

15-5 

18-9 


Hem-fir 

#1 

9-0 

11-10 

14-8 

17-0 

8-8 

10-11 

13-4 

15-6 


Hem-fir 

#2 

8-7 

11-3 

13-10 

16-1 

8-2 

10-4 

12-8 

14-8 


Hem-fir 

#3 

6-10 

8-8 

10-7 

12-4 

6-3 

7-11 

9-8 

11-3 


Southern pine 

ss 

9-6 

12-7 

16-0 

19-6 

9-6 

12-7 

16-0 

19-6 


Southern pine 

#1 

9-4 

12-4 

15-9 

19-2 

9-4 

12-4 

14-11 

17-9 


Southern pine 

#2 

9-2 

12-1 

14-8 

17-2 

8-8 

11-3 

13-5 

15-8 


Southern pine 

#3 

7-4 

9-5 

1 l-l 

13-2 

6-9 

8-7 

10-1 

12-1 


Spruce-pine-fir 

ss 

9-0 

1 1 -IO 

15-1 

18-4 

9-0 

11-10 

15-1 

17-9 


Spruce-pine-fir 

# 

8-9 

11-6 

14-1 

16-3 

8-3 

10-6 

12-10 

14-10 


Spruce-pine-fir 

#2 

8-9 

11-6 

14-1 

16-3 

8-3 

10-6 

12-10 

14-10 


Spruce-pine-fir 

#3 

6-10 

8-8 

10-7 

12-4 

6-3 

7-11 

9-8 

11-3 


Douglas fir-larch 

ss 

9-0 

11-11 

15-2 

18-5 

9-0 

! 1 - 1 I 

14-9 

17-1 


Douglas fir-larch 

#1 

8-8 

11-0 

13-5 

15-7 

7-11 

10-0 

12-3 

14-3 


Douglas fir-larch 

#2 

8-1 

10-3 

12-7 

14-7 

7-5 

9-5 

11-6 

13-4 


Douglas fir-larch 

#3 

6-2 

7-9 

9-6 

11-0 

5-7 

7-1 

8-8 

10-1 


Hem-fir 

SS 

8-6 

11-3 

14-4 

17-5 

8-6 

11-3 

14-4 

16 - 10 “ 


Hem-fir 

#1 

8-4 

10-9 

13-1 

15-2 

7-9 

9-9 

11-11 

13-10 


Hem-fir 

#2 

7-11 

10-2 

12-5 

14-4 

7-4 

9-3 

11-4 

13-1 


Hem-fir 

#3 

6-2 

7-9 

9-6 

11-0 

5-7 

7-1 

8-8 

10-1 


Southern pine 

SS 

8-10 

11-8 

14-1 1 

18-1 

8-10 

11-8 

14-11 

18-1 


Southern pine 

#1 

8-8 

11-5 

14-7 

17-5 

8-8 

11-3 

13-4 

15-11 


Southern pine 

#2 

8-6 

11-0 

13-1 

15-5 

7-9 

1 0-0 

12-0 

14-0 


Southern pine 

#3 

6-7 

8-5 

9-11 

11-10 

6-0 

7-8 

9-1 

10-9 


Spruce-pine-fir 

SS 

8-4 

11-0 

14-0 

17-0 

8-4 

11-0 

13-8 

15-11 


Spruce-pine-fir 


8-1 

10-3 

12-7 

14-7 

7-5 

9-5 

11-6 

13-4 


Spruce-pine-fir 

#2 

8-1 

10-3 

12-7 

14-7 

7-5 

9-5 

11-6 

13-4 


Spruce-pine-fir 

#3 

6-2 

7-9 

9-6 

11-0 

5-7 

7-1 

8-8 

10-1 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. 

Note: Check sources for availability of lumber in lengths greater than 20 feet. 

a. End bearing length shall be increased to 2 inches. 

b. Dead load limits for townhouses in Seismic Design Category C and all structures in Seismic Design Categories D,, and Dj shall be determined in accordance with 
Section R30 1.2.2. 2.1. 


5-6 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




FLOORS 


TABLE R502.3.3(1) 

CANTILEVER SPANS FOR FLOOR JOISTS SUPPORTING LIGHT-FRAME EXTERIOR BEARING WALL AND ROOF ONLY°''’ '''’S '’ 

(Floor Live Load < 40 psf, Roof Live Load < 20 psf) 


Member & Spacing 

Maximum Cantiiever Span (Upiift Force at Backspan Support in Lbs.)‘‘'° 

Ground Snow Load 

< 20 psf 

30 psf 

50 psf 

70 psf 

Roof Width 

Roof Width 

Roof Width 

Roof Width 



24 ft 

32 ft 

40 ft 

24 ft 

32 ft 

40 ft 

24 ft 

32 ft 

40 ft 

24 ft 

32 ft 

40 ft 

2x8 @ 12" 

20" 

(177) 

15" 

(227) 

— 

18" 

(209) 

— 

— 

— 

— 

— 

— 

— 


2x 10 @ 16" 

29" 

(228) 

21" 

(297) 

16" 

(364) 

26" 

(271) 

18" 

(354) 

— 

20" 

(375) 

— 

— 

— 


— 

2 X 10 @ 12" 

36" 

(166) 

26" 

(219) 

20" 

(270) 

34" 

(198) 

22" 

(263) 

16" 

(324) 

26" 

(277) 

— 

— 

19" 

(356) 

— 

— 

2 X 12 @ 16" 

— 

32" 

(287) 

25" 

(356) 

36" 

(263) 

29" 

(345) 

21" 

(428) 

29" 

(367) 

20" 

(484) 

— 

23" 

(471) 

— 

— 

2x 12 @ 12" 

— 

42" 

(209) 

31" 

(263) 

— 

37" 

(253) 

27" 

(317) 

36" 

(271) 

27" 

(358) 

17" 

(447) 

31" 

(348) 

19" 

(462) 

— 

2 X 12 @ 8" 

— 

48" 

(136) 

45" 

(169) 

— 

48" 

(164) 

38" 

(206) 

— 

40" 

(233) 

26" 

(294) 

36" 

(230) 

29" 

(304) 

18" 

(379) 


For SI: I inch = 25.4 mm, I foot = 304.8 mm, I pound per square foot = 0.0479kPa. 

a. Tabulated values are for dear-span roof supported solely by exterior bearing walls. 

b. Spans are based on No. 2 Grade lumber of Douglas fir-larch, hem-fir, southern pine, and spruce-pine-fir for repetitive (3 or more) members. 

c. Ratio of backspan to cantilever span shall be at least 3: 1 . 

d. Connections capable of resisting the indicated uplift force shall be provided at the backspan support. 

e. Uplift force is for a backspan to cantilever span ratio of 3: 1 . Tabulated uplift values are permitted to be reduced by multiplying by a factor equal to 3 divided by the 
actual backspan ratio provided (3/backspan ratio). 

f. See Section R30 1 .2.2.2. 5, Item 1 , for additional limitations on cantilevered floor joists for detached one- and two-family dwellings in Seismic Design Category D,, 
or D^ and townhouses in Seismic Design Category C, D,, or Dj. 

g. A full-depth rim joist shall be provided at the unsupported end of the cantilever joists. Solid blocking shall be provided at the supported end. I 

h. Linear interpolation shall be permitted for building widths and ground snow loads other than shown. 


TABLE R502.3.3(2) 

CANTILEVER SPANS FOR FLOOR JOISTS SUPPORTING EXTERIOR BALCONY’’ ' 


Member Size 

Spacing 

Maximum Cantilever Span 
(Uplift Force at Backspan Support in lb)’’ “ 

Ground Snow Load 

< 30 psf 

50 psf 

70 psf 

2x8 

12" 

42" (139) 

39" (156) 

34" (165) 

2x8 

16" 

36" (151) 

34" (171) 

29" (180) 

2x 10 

12" 

61" (164) 

57" (189) 

49" (201) 

2x 10 

16" 

53" (180) 

49" (208) 

42" (220) 

2x 10 

24" 

43" (212) 

40" (241) 

34" (255) 

2x 12 

16" 

72" (228) 

67" (260) 

57" (268) 

2x 12 

24" 

58" (279) 

54" (319) 

47" (330) 


For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa. 

a. Spans are based on No. 2 Grade lumber of Douglas fir-larch, hem-fir, southern pine, and spruce-pine-fir for repetitive (3 or more) members. 

b. Ratio of backspan to cantilever span shall be at least 2: 1 . 

c. Connections capable of resisting the indicated uplift force shall be presided at the backspan support. 

d. Uplift force is for a backspan to cantilever span ratio of 2: 1 . Tabulated uplift values are permitted to be reduced by multiplying by a factor equal to 2 divided by the 
actual backspan ratio provided (2/backspan ratio). 

e. A full-depth rim joist shall be provided at the unsupported end of the cantilever joists. Solid blocking shall be provided at the supported end. I 

f. Linear interpolation shall be permitted for ground snew loads other than shown. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-7 




FLOORS 


TABLE R502.5(1) 

GIRDER SPANS’ AND HEADER SPANS’ FOR EXTERIOR BEARING WALLS 
(Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-fir'’ and required number of jack studs) 


GIRDERS AND 
HEADERS 
SUPPORTING 

SIZE 

GROUND SNOW LOAD (psf)° 

30 

50 

70 

Building width’ (feet) 

20 

28 

36 

20 

28 

36 

20 

28 

36 

Span 

NJ” 

Span 

NJ’ 

Span 

NJ’ 

Span 

NJ" 

Span 

NJ" 

Span 

NJ" 

Span 

NJ" 

Span 

NJ" 

Span 

NJ’ 

Roof and ceiling 

2-2x4 

3-6 


3-2 


2-10 

1 

3-2 


2-9 


2-6 

1 

2-10 

1 

2-6 


2-3 

1 

2-2x6 

5-5 


4-8 


4-2 


4-8 


4-1 

1 

3-8 

2 

4-2 


3-8 

2 

3-3 

2 

2-2x8 

6-iO 


5-1 1 

2 

5-4 

2 

5-11 

2 

5-2 

2 

4-7 

2 

5-4 

2 

4-7 

2 

4-1 

2 

2-2x10 

8-5 

2 

7-3 

2 

6-6 

2 

7-3 

2 

6-3 

2 

5-7 

2 

6-6 

2 

5-7 

2 

5-0 

2 

2-2x12 

9-9 

2 

8-5 

2 

7-6 

2 

8-5 

2 

7-3 

2 

6-6 

2 

7-6 

2 

6-6 

2 

5-10 

3 

3-2x8 

8-4 


7-5 


6-8 


7-5 

1 

6-5 

2 

5-9 

2 

6-8 


5-9 

2 

5-2 

2 

3-2x10 

10-6 


9-1 

2 

8-2 

2 

9-1 

2 

7-10 

2 

7-0 

2 

8-2 

2 

7-0 

2 

6-4 

2 

3-2x12 

12-2 

2 

10-7 

2 

9-5 

2 

10-7 

2 

9-2 

2 

8-2 

2 

9-5 

2 

8-2 

2 

7-4 

2 

4-2x8 

9-2 


8-4 


7-8 


8-4 


7-5 


6-8 


7-8 


6-8 


5-11 

2 

4-2x10 

11-8 


10-6 


9-5 

2 

10-6 


9-1 

2 

8-2 

2 

9-5 

2 

8-2 

2 

7-3 

2 

4-2x12 

14-1 


12-2 

2 

10-11 

2 

12-2 

2 

10-7 

2 

9-5 

2 

10-11 

2 

9-5 

2 

8-5 

2 

Roof, ceiling and one 
center-bearing floor 

2-2x4 

3-1 


2-9 


2-5 


2-9 


2-5 


2-2 


2-7 


2-3 

1 

2-0 

1 

2-2x6 

4-6 

1 

4-0 

1 

3-7 

2 

4-1 


3-7 

2 

3-3 

2 

3-9 

2 

3-3 

2 

2-11 

2 

2-2x8 

5-9 

2 

5-0 

2 

4-6 

2 

5-2 

2 

4-6 

2 

4-1 

2 

4-9 

2 

4-2 

2 

3-9 

2 

2-2x10 

7-0 

2 

6-2 

2 

5-6 

2 

6-4 

2 

5-6 

2 

5-0 

2 

5-9 

2 

5-1 

2 

4-7 

3 

2-2x12 

8-1 

2 

7-1 

2 

6-5 

2 

7-4 

2 

6-5 

- 2 

5-9 

3 

6-8 

2 

5-10 

3 

5-3 

3 

3-2x8 

7-2 


6-3 

2 

5-8 

2 

6-5 

2 

5-8 

2 

5-1 

2 

5-11 

2 

5-2 

2 

4-8 

2 

3-2x10 

8-9 

2 

7-8 

2 

6-11 

2 

7-11 

2 

6-11 

2 

6-3 

2 

7-3 

2 

6-4 

2 

5-8 

2 

3-2x12 

10-2 

2 

8-11 

2 

8-0 

2 

9-2 

2 

8-0 

2 

7-3 

2 

8-5 

2 

7-4 

2 

6-7 

2 

4-2x8 

8-1 

1 

7-3 

1 

6-7 

1 

7-5 

1 

6-6 

1 

5-11 

2 

6-10 

1 

6-0 

2 

5-5 

2 

4-2x10 

10-1 

1 

8-10 

2 

8-0 

2 

9-1 

2 

8-0 

2 

7-2 

2 

8-4 

2 

7-4 

2 

6-7 

2 

4-2x12 

11-9 

2 

10-3 

2 

9-3 

2 

10-7 

2 

9-3 

2 

8-4 

2 

9-8 

2 

8-6 

2 

7-7 

2 

Roof, ceiling and one 
clear span floor 

2-2x4 

2-8 


2-4 

1 

2-1 

1 

2-7 

1 

2-3 

1 

2-0 

1 

2-5 

1 

2-1 

1 

1-10 

1 

2-2x6 

3-11 


3-5 

2 

3-0 

2 

3-10 

2 

3-4 

2 

3-0 

2 

3-6 

2 

3-1 

2 

2-9 

2 

2-2x8 

5-0 

2 

4-4 

2 

3-10 

2 

4-10 

2 

4-2 

2 

3-9 

2 

4-6 

2 

3-11 

2 

3-6 

2 

2-2x10 

6-1 

2 

5-3 

2 

4-8 

2 

5-11 

2 

5-1 

2 

4-7 

3 

5-6 

2 

4-9 

2 

4-3 

3 

2-2x12 

7-1 

2 

6-1 

3 

5-5 

3 

6-10 

2 

5-11 

3 

5-4 

3 

6-4 

2 

5-6 

3 

5-0 

3 

3-2x8 

6-3 

2 

5-5 

2 

4-10 

2 

6-1 

2 

5-3 

2 

4-8 

2 

5-7 

2 

4-11 

2 

4-5 

2 

3-2x10 

7-7 

2 

6-7 

2 

5-11 

2 

7-5 

2 

6-5 

2 

5-9 

2 

6-10 

2 

6-0 

2 

5-4 

2 

3-2x12 

8-10 

2 

7-8 

2 

6-10 

2 

8-7 

2 

7-5 

2 

6-8 

2 

7-11 

2 

6-11 

2 

6-3 

2 

4-2x8 

7-2 


6-3 

2 

5-7 

2 

7-0 

1 

6-1 

2 

5-5 

2 

6-6 

1 

5-8 

2 

5-1 

2 

4-2x10 

8-9 

2 

7-7 

2 

6-10 

2 

8-7 

2 

7-5 

2 

6-7 

2 

7-11 

2 

6-11 

2 

— 

6-2 

2 

4-2x12 

10-2 

2 

8-10 

2 

7-11 

2 

9-11 

2 

8-7 

2 

7-8 

2 

9-2 

2 

8-0 

2 

7-2 

2 

Roof, ceiling and 
two center-bearing 
floors 

2-2x4 

2-7 

1 

2-3 

1 

2-0 

1 

2-6 

1 

2-2 

1 

1-11 

1 

2-4 

1 

2-0 

1 

1-9 

I 

2-2x6 

3-9 

2 

3-3 

2 

2-11 

2 

3-8 

2 

3-2 

2 

2-10 

2 

3-5 

2 

3-0 

2 

2-8 

2 

2-2x8 

4-9 

2 

4-2 

2 

3-9 

2 

4-7 

2 

4-0 

2 

3-8 

2 

4-4 

2 

3-9 

2 

3-5 

2 

2-2x10 

5-9 

2 

5-1 

2 

4-7 

3 

5-8 

2 

4-11 

2 

4-5 

3 

5-3 

2 

4-7 

3 

4-2 

3 

2-2x12 

6-8 

2 

5-10 

3 

5-3 

3 

6-6 

2 

5-9 

3 

5-2 

3 

6-1 

3 

5-4 

3 

4-10 

3 

3-2x8 

5-11 

2 

5-2 

2 

4-8 

2 

5-9 

2 

5-1 

2 

4-7 

2 

5-5 

2 

4-9 

2 

4-3 

2 

3-2x10 

7-3 

2 

6-4 

2 

5-8 

2 

7-1 

2 

6-2 

2 

5-7 

2 

6-7 

2 

5-9 

2 

5-3 

2 

3-2x12 

8-5 

2 

7-4 

2 

6-7 

2 

8-2 

2 

7-2 

2 

6-5 

3 

7-8 

2 

6-9 

2 

6-1 

3 

4-2x8 

6-10 

1 

6-0 

2 

5-5 

2 

6-8 

1 

5-10 

2 

5-3 

2 

6-3 

2 

5-6 

2 

4-1! 

2 

4-2x10 

8-4 

2 

7-4 

2 

6-7 

2 

8-2 

2 

7-2 

2 

6-5 

2 

7-7 

2 

6-8 

2 

6-0 

2 

4-2x12 

9-8 

2 

8-6 

2 

7-8 

2 

9-5 

2 

8-3 

2 

7-5 

2 

8-10 

2 

7-9 

2 

7-0 

2 


(continued) 


5-8 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


FLOORS 


TABLE R502.5(1)— continued 

GIRDER SPANS” AND HEADER SPANS” FOR EXTERIOR BEARING WALLS 
(Maximum spans for Dougias fir-iarch, hem-fir, southern pine and spruce-pine-fir^ and required number of jack studs) 


GIRDERS AND 
HEADERS 
SUPPORTING 

SIZE 

GROUND SNOW LOAD (psf)” 

30 

50 

70 

Building width” (feet) 

20 

28 

36 

20 

28 

36 

20 

28 

36 

Span 

NJ” 

Span 

NJ” 

Span 

NJ” 

Span 

Nj” 

Span 

NJ” 

Span 

NJ” 

Span 

NJ” 

Span 

NJ” 

Span 

NJ” 

Roof, ceiling, and 
two clear span 
floors 

2-2x4 

2-1 

1 

1-8 

1 

1-6 

2 

2-0 i 1 

F8 

1 

1-5 

2 

2-0 

1 

1-8 

1 

1-5 

2 

2-2x6 

3-1 

2 

2-8 

2. 

2-4 

2 

3-0 

2 

2-7 

2 

2-3 

2 

2-11 

2 

2-7 

2 

2-3 

2 

2-2x8 

3-10 

2 

3-4 

2 

3-0 

3 

3-10 

2 

3-4 

2 

2-11 

3 

3-9 

2 

3-3 

2 

2-11 

3 

2-2x10 

4-9 

2 

4-1 

3 

3-8 

3 

4-8 

2 

4-0 

3 

3-7 

3 

4-7 

3 

4-0 

3 

3-6 

3 

2-2x12 

5-6 

3 

4-9 

3 

4-3 

3 

5-5 

3 

4-8 

3 

4-2 

3 

5-4 

3 

4-7 

3 

4-1 

4 

3-2x8 

4-10 

2 

4-2 

2 

3-9 

2 

4-9 

2 

4-1 

2 

3-8 

2 

4-8 

2 

4-1 

2 

3-8 

2 

3-2x10 

5-11 

2 

5-1 

2 

4-7 

3 

5-10 

2 

5-0 

2 

4-6 

3 

5-9 

2 

4-1 1 

2 

4-5 

3 

3-2x12 

6-10 

2 

5-1 1 

3 

5-4 

3 

6-9 

2 

5-10 

3 

5-3 

3 

6-8 

2 

5-9 

3 

5-2 

3 

4-2x8 

5-7 

2 

4-10 

2 

4-4 

2 

5-6 

2 

4-9 

2 

4-3 

2 

5-5 

2 

4-8 

2 

4-2 

2 

4-2x10 

6-10 

2 

5-11 

2 

5-3 

2 

6-9 

2 

5-10 

2 

5-2 

2 

6-7 

2 

5-9 

2 

5-1 

2 

4-2x12 

7-11 

2 

6-10 

2 

6-2 

3 

7-9 

2 

6-9 

2 

6-0 

3 

7-8 

2 

6-8 

2 

5-11 

3 


For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa. 

a. Spans are given in feet and inches. 

b. Tabulated values assume #2 grade lumber. 

c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated. 

d. NJ - Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved 
framing anchor attached to the full-height wall stud and to the header. 

e. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-9 




FLOORS 


TABLE R502.5(2) 

GIRDER SPANS’' AND HEADER SPANS' FOR INTERIOR BEARING WALLS 
(Maximum spans for Douglas fir-larch, hem-fir, southern pine and spruce-pine-fir' and required number of jack studs) 


HEADERS AND GIRDERS SUPPORTING 

SIZE 

BUILDING WIDTH' (feet) 

20 

28 

36 

Span 

Nj” 

Span 

NJ" 

Span 

NJ" 

One floor only 

2-2x4 

3-1 

1 

2-8 

1 

2-5 

1 

2-2x6 

4-6 

1 

3-11 

1 

3-6 

1 

2-2x8 

5-9 

1 

5-0 

2 

4-5 

2 

2-2x10 

7-0 

2 

6-1 

2 

5-5 

2 

2-2x12 

8-1 

2 

7-0 

2 

6-3 

2 

3-2x8 

7-2 

1 

6-3 

1 

5-7 

2 

3-2x10 

8-9 

1 

7-7 

2 

6-9 

2 

3-2x12 

10-2 

2 

8-10 

2 

7-10 

2 

4-2x8 

9-0 

1 

7-8 

1 

6-9 

1 

4-2x10 

10-1 

1 

8-9 

1 

7-10 

2 

4-2x12 

11-9 

1 

10-2 

2 

9-1 

2 

Two floors 

2-2x4 

2-2 

1 

1-10 

1 

1-7 

1 

2-2x6 

3-2 

2 

2-9 

2 

2-5 

2 

2-2x8 

4-1 

2 

3-6 

2 

3-2 

2 

2-2x10 

4-11 

2 

4-3 

2 

3-10 

3 

2-2x12 

5-9 

2 

5-0 

3 

4-5 

3 

3-2x8 

5-1 

2 

4-5 

2 

3-11 

2 

3-2x10 

6-2 

2 

5-4 

2 

4-10 

2 

3-2x12 

7-2 

2 

6-3 

2 

5-7 

3 

4-2x8 

6-1 

1 

5-3 

2 

4-8 

2 

4-2x10 

7-2 

2 

6-2 

2 

5-6 

2 

4-2x12 

8-4 

2 

7-2 

2 

6-5 

2 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 

a. Spans are given in feet and inches. 

b. Tabulated values assume #2 grade lumber. 

c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated. 

d. NJ - Number of jack studs required to support each end. Where the number of requiredjack studs equals one, the header is permitted to be supported by an approved 
framing anchor attached to the full-height wall stud and to the header. 


5-10 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




FLOORS 


TABLE 502.5(3) 

ALLOWABLE SPAN FOR GIRDERS SUPPORTING ONE FLOOR ONLY° 


SIZE OF WOOD GIRDERS" 

FLOOR LIVE LOAD (psf) 

SPACING BETWEEN GIRDERS OR BETWEEN GIRDERS AND LOAD-BEARING WALLS" 

4 feet 

6 feet 

8 feet 

1 0 feet 

16 feet 

4x4 

— 

30 

5'-6" 

4-6" 

3-6" 

3'-0" 

2-6" 

40 

5'-0" 

4-0" 

3-6" 

3'-0" 

2-6" 

4x6 

— 

30 

8'-0" 

6-6" 

5'-6" 

5'-0" 

4-6" 

40 

7-6" 

6'-0" 

5'-6" 

4'-6" 

4'-0" 

4x8 

6x6 

30 

11 ’-0" 

o 

1 

8'-0" 

7'-0" 

5'-6" 

40 

lO'-O" 

00 

7'-6" 

6'-6" 

5'-0" 

4x 10 

6x8 

30 

14-0" 

11 '-6" 

lO'-O" 

8'-6" 

6'-0" 

40 

13-0" 

10’-6" 

9-6" 

8'-6" 

5’-6" 

4x 12 

6x 10 

30 

16-6" 

14'-0" 

12'-0" 

ir-0" 

9'-0" 

40 

16-0" 

12'-6" 

11 '-0" 

lO'-O" 

8’-0" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, I pound per square foot = 47.88 R. 

a. Allowable spans shall be permitted to be interpolated between tributary loads shown in the table. Spans and girder sizes shall be permitted to be computed inde- 
pendently of the above table in accordance with accepted engineering practice. 

b. Spans are based on No. 2 lumber. 

c. The spacing is the tributary load to the girder. The tributary load is found by adding the unsupported spans of the floor structure on each side which are supported by 
the girder and dividing by 2. 


R502.7.1 Bridging. Joists exceeding a nominal 2 inches by 
12 inches (51 mm by 305 mm) shall be supported laterally 
by solid blocking, diagonal bridging (wood or metal), or a 
continuous l-inch-by-3-inch (25.4 mm by 76 mm) strip 
nailed across the bottom of joists perpendicular to joists at 
intervals not exceeding 8 feet (2438 mm). 

Exception: Trusses, structural composite lumber, struc- 
tural glued-laminated members and I-joists shall be sup- 
ported laterally as required by the manufacturer’s 
recommendations. 

R502.8 Drilling and notching. Structural floor members shall 
not be cut, bored or notched in excess of the limitations speci- 
fied in this section. See Figure R502.8. 

R502.8.1 Sawn lumber. Notches in solid lumber joists, raf- 
ters and beams shall not exceed one-sixth of the depth of the 
member, shall not be longer than one-third of the depth of 
the member and shall not be located in the middle one-third 
of the span. Notches at the ends of the member shall not 
exceed one-fourth the depth of the member. The tension 
side of members 4 inches (102 mm) or greater in nominal 
thickness shall not be notched except at the ends of the 
members. The diameter of holes bored or cut into members 
shall not exceed one-third the depth of the member. Holes 
shall not be closer than 2 inches (5 1 mm) to the top or bot- 
tom of the member, or to any other hole located in the mem- 
ber. Where the member is also notched, the hole shall not be 
closer than 2 inches (51 mm) to the notch. 

R502.8.2 Engineered wood products. Cuts, notches and 
holes bored in trusses, structural composite lumber, struc- 
tural glue-laminated members or I-joists are prohibited 
except where permitted by the manufacturer’s recommen- 


dations or where the effects of such alterations are specifi- 
cally considered in the design of the member by a registered 
design professional. 

R502.9 Fastening. Floor framing shall be nailed in accordance 
with Table R602.3( 1 ). Where posts and beam or girder construc- 
tion is used to support floor framing, positive connections shall 
be provided to ensure against lateral displacement (see Figure 
R502.9). 

R502.10 Framing of openings. Openings in floor framing 
shall be framed with a header and trimmer joists. When the 
header joist span does not exceed 4 feet (1219 mm), the header 
joist may be a single member the same size as the floor joist. 
Single trimmer joists may be used to carry a single header joist 
that is located within 3 feet (914 mm) of the trimmer joist bear- 
ing. When the header joist span exceeds 4 feet (1219 mm), the 
trimmer joists and the header joist shall be doubled and of suffi- 
cient cross section to support the floor joists framing into the 
header. Approved hangers shall be used for the header joist to 
trimmer joist connections when the header joist span exceeds 6 
feet ( 1 829 mm). Tail joists over 1 2 feet (3658 mm) long shall be 
supported at the header by framing anchors or on ledger strips 
not less than 2 inches by 2 inches (51 mm by 51 mm). 

R502.il Wood trusses. 

R502.il. 1 Design. Wood trusses shall be designed in accor- 
dance with approved engineering practiee. The design and 
manufacture of metal plate connected wood trusses shall 
comply with ANSI/TPI 1. The truss design drawings shall 
be prepared by a registered professional where required by 
the statutes of the jurisdiction in which the project is to be 
constructed in accordance with Section R106.1. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-11 




FLOORS 





For SI: 1 inch = 25.4 mm. 


FIGURE R502.8 

CUTTING. NOTCHING AND DRILLING 


5-12 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



FLOORS 



Nails & screw penetration 

8d, #8 = lJ4" 




Ousset pne side only 
Uidlh of pPBt 


POST 4' OR LESS 



NOTES: 

1 . Details shown apply when there is full perimeter foundation walls. 

2. This is an acceptable practice pertaining to Sections R407.3 and R502.9. 

CONNECTORS: 

1 . Quantity as shown on details. 

2. Gusset plate: ’A" structural sheathing 
or 1 X 4 wood lumber min. 

or 16 gage (0.0598") steel plate min. 

3. Nails: Sdfor 'A" structural sheathing or 1 X (varies) nominal materials. 
lOd for 2 X (varies) nominal materials and larger. 

4. Wood screws and staples are an acceptable alternate. 

Exception; Girders & posts supporting exterior decks not exceeding 18" inches (457 mm) in height are not required to 
be laterally braced or have gussets at post and girder connections, (see Section R502.2. 1 ) 


For SI: 1 inch = 25.4 mm, I foot = 304,8 mm. 


FIGURE R502.9 

POST AND BEAM CONNECTIONS 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


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FLOORS 


R502.11.2 Bracing. Trusses shall be braced to prevent rotation 
and provide lateral stability in accordance with the requirements 
specified in the construction documents for the building and on 
the individual truss design drawings. In the absence of specific 
bracing requirements, trusses shall be braced in accordance with 
the Building Component Safety Information (BCSI 1-03) 
Guide to Good Practice for Handling, Installing & Bracing of 
Metal Plate Connected Wood Trusses. 

RS02.il. 3 Alterations to trusses. Truss members and com- 
ponents shall not be cut, notched, spliced or otherwise altered 
in any way without the approval of a registered design profes- 
sional. Alterations resulting in the addition of load (e.g., 
HVAC equipment, water heater, etc.), that exceed the design 
load for the truss, shall not be permitted without verification 
that the truss is capable of supporting the additional loading. 

R502.11.4 Truss design drawings. Truss design drawings, 
prepared in compliance with Section R502.11.1, shall be 
submitted to the building official and approved prior to 
installation. Truss design drawings shall be provided with 
the shipment of trusses delivered to the job site. Truss design 
drawings shall include, at a minimum, the information spec- 
ified below: 

1. Slope or depth, span and spacing. 

2. Location of all joints. 

3. Required bearing widths. 

4. Design loads as applicable: 

4.1. Top chord live load; 

4.2. Top chord dead load; 

4.3. Bottom chord live load; 

4.4. Bottom chord dead load; 

4.5. Concentrated loads and their points of applica- 
tion; and 

4.6. Controlling wind and earthquake loads. 

5. Adjustments to lumber and joint connector design 
values for conditions of use. 

6. Each reaction force and direction. 

7. Joint connector type and description, e.g., size, 
thickness or gauge, and the dimensioned location of 
each joint connector except where symmetrically 
located relative to the joint interface. 

8. Lumber size, species and grade for each member. 

9. Connection requirements for: 

9.1. Truss-to-girder-truss; 

9.2. Truss ply-to-ply; and 

9.3. Field splices. 

10. Calculated deflection ratio and/or maximum descrip- 
tion for live and total load. 

11. Maximum axial compression forces in the truss 
members to enable the building designer to design 
the size, connections and anchorage of the perma- 
nent continuous lateral bracing. Forces shall be 


shown on the truss drawing or on supplemental doc- 
uments. 

1 2. Required permanent truss member bracing location. 

R502.12 Draftstopping required. Draftstopping shall be provided 
in accordance with Section R302.12. 

R502.13 Fireblocking required. Fireblocking shall be pro- 
vided in accordance with Section R302.1L 


SECTION R503 
FLOOR SHEATHING 

R503.1 Lumber sheathing. Maximum allowable spans for 
lumber used as floor sheathing shall conform to Tables R503. 1 , 
R503.2. 1. 1 (1 ) and R503.2. 1 . 1 (2). 

R503.1.1 End joints. End joints in lumber used as 
subflooring shall occur over supports unless end-matched 
lumber is used, in which case each piece shall bear on at 
least two joists. Subflooring may be omitted when joist 
spacing does not exceed 16 inches (406 mm) and a 1-inch 
(25.4 mm) nominal tongue-and-groove wood strip flooring 
is applied perpendicular to the joists. 


TABLE R503.1 

MINIMUM THICKNESS OF LUMBER FLOOR SHEATHING 


JOIST OR BEAM 
SPACING (inches) 

MINIMUM NETTHICKNESS 

Perpendicular to joist 

Diagonal to joist 

, 24 


V, 

16 



48“ 

I'/jT&G 

N/A 

54'’ 

60“’ 


For SI: 1 inch = 25.4 mm, 1 pound per square inch = 6.895 kPa. 

a. For this support spacing, lumber sheathing shall have a minimum Fj of 675 
and minimum E of 1,100,000 (see AF&PA/NDS). 

b. For this support spacing, lumber sheathing shall have a minimum Fj of 765 
and minimum E of 1 ,400,000 (see AF&PA/NDS). 

c. For this support spacing, lumber sheathing shall have a minimum F^ of 855 
and minimum E of 1,700,000 (see AF&PA/NDS). 

R503.2 Wood structural panel sheathing. 

R503.2.1 Identification and grade. Wood structural panel 
sheathing used for structural purposes shall conform to DOC 
PS 1, DOC PS 2 or, when manufactured in Canada, CSA 
0437 or CSA 0325. All panels shall be identified by a grade 
mark of certificate or inspection issued by an approved 
agency. 

R503.2.1.1 Subfloor and combined subfloor under- 
layment. Where used as subflooring or combination 
subfloor underlayment, wood structural panels shall be of 
one of the grades specified in Table R503.2.L1(1). When 
sanded plywood is used as combination subfloor 
underlayment, the grade shall be as specified in Table 
R503.2.L1(2). 

R503.2.2 Allowable spans. The maximum allowable span 
for wood structural panels used as subfloor or combination 
subfloor underlayment shall be as set forth in Table 
R503.2.L1(1), or APA E30. The maximum span for sanded 


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2011 OREGON RESIDENTIAL SPECIALTY CODE 




FLOORS 


TABLE R503.2.1.1(1) 

ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANELS FOR ROOF 
AND SUBFLOOR SHEATHING AND COMBINATION SUBFLOOR UNDERLAYMENT’ ^ ° 


SPAN RATING 

MINIMUM 
NOMINAL PANEL 
THICKNESS 
(inch) 

ALLOWABLE LIVE LOAD 
(psf)"'' 

MAXIMUM SPAN 
(inches) 

LOAD (pounds per square foot, 
at maximum span) 

MAXIMUM 

SPAN 

(inches) 

SPAN 
@16" o.c. 

SPAN 
@ 24" o.c. 

With edge 
support'* 

Without edge 
support 

Total load 

Live load 

Sheathing” 



Roof* 

SubflooH 

16/0 

% 

30 

— 

16 

16 

40 

30 

0 

20/0 

Vs 

50 

— 

20 

20 

40 

30 

0 

24/0 

Vs 

100 

30 

24 

208 

40 

30 

0 

24/16 

V,a 

100 

40 

24 

24 

50 

40 

16 

32/16 

'V32, 'h 

180 

70 

32 

28 

40 

30 

16*’ 

40/20 


305 

130 

40 

32 

40 

30 

20''. i 

48/24 

”/32,V4 

— 

175 

48 

36 

45 

35 

24 

60/32 

Vs 

— 

305 

60 

48 

45 

35 

32 

Underlayment, C-C plugged, 
single floor” 



Roof* 

Combination 

subfloor 

underlayment*' 

16 o.c. 

'V32, Vg 

100 

40 

24 

24 

50 

40 

16' 

20 o.c. 

'V32, Vg 

150 

60 

32 

32 

40 

30 

20'’ j 

24 o.c. 

”/32,V4 

240 

100 

48 

36 

35 

25 

24 

32 o.c. 

Vs 


185 

48 

40 

50 

40 

32 

48 o.c. 

^ V32, 1 '/g 

— 

290 

60 

48 

50 

40 

48 


For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa. 

a. The allowable total loads were determined using a dead load of 10 psf. If the dead load exceeds 10 psf, then the live load shall be reduced accordingly. 

b. Panels continuous over two or more spans with long dimension (strength axis) perpendicular to supports. Spans shall be limited to values shown because of possi- 
ble effect of concentrated loads. 

c. Applies to panels 24 inches or wider. 

d. Lumber blocking, panel edge clips (one midway between each support, except two equally spaced between supports when span is 48 inches), tongue-and-groove 
panel edges, or other approved type of edge support. 

e. Includes Structural 1 panels in these grades. 

f. Uniform load deflection limitation: '/,jo of span under live load plus dead load, of span under live load only. 

g. Maximum span 24 inches for 'Vjj-and V^-inch panels. 

h. Maximum span 24 inches where V^-inch wood finish flooring is installed at right angles to joists. 

i. Maximum span 24 inches where 1 .5 inches of lightweight concrete or approved cellular concrete is placed over the subfloor. 

j. Unsupported edges shall have tongue-and-groove joints or shall be supported with blocking unless minimum nominal '/ 4 -inch thick underlayment with end and 
edge joints offset at least 2 inches or 1 .5 inches of lightweight concrete or approved cellular concrete is placed over the subfloor, or ^-inch wood finish flooring is 
installed at right angles to the supports. Allowable uniform live load at maximum span, based on deflection of of span, is 100 psf. 

k. Unsupported edges shall have tongue-and-groove joints or shall be supported by blocking unless nominal '/ 4 -inch-thick underlayment with end and edge joints off- 
set at least 2 inches or V 4 -inch wood finish flooring is installed at right angles to the supports. Allowable uniform live load at maximum span, based on deflection of 
'/jjd of span, is 100 psf, except panels with a span rating of 48 on center are limited to 65 psf total uniform load at maximum span, 

l. Allowable live load values at spans of 16" o.c. and 24” o.c taken from reference standard APA E30, APA Engineered Wood Construction Guide. Refer to reference 
standard for allowable spans not listed in the table. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-15 




FLOORS 


plywood combination subfloor underlayment shall be as set 
forth in Table R503.2. 1.1(2). 

RS03.2.3 Installation. Wood structural panels used as 
subfloor or combination subfloor underlayment shall be 
attached to wood framing in accordance with Table 
R602.3(l) and shall be attached to cold-formed steel fram- 
ing in accordance with Table R505.3.1(2). 


TABLE R503.2.1. 1(2) 

ALLOWABLE SPANS FOR SANDED PLYWOOD 
COMBINATION SUBFLOOR UNDERLAYMENT” 


IDENTIFICATION 

SPACING OF JOISTS (Inches) | 

16 

20 

24 

Species group'’ 

— 

— 

— 

1 

V2 

% 

% 

2,3 

% 

% 

% 

4 

% 


1 


For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 

a. Plywood continuous over two or more spans and face grain perpendicular 
to supports. Unsupported edges shall be tongue-and-groove or blocked 
except where nominal '/4-inch-thick underlayment or ■’/4-ineh wood finish 
floor is used. Allowable uniform live load at maximum span based on 
deflection of 'l^f^ of span is 100 psf, 

b. Applicable to all grades of sanded exterior-type plywood. 

R503.3 Particleboard. 

R503.3.1 Identification and grade. Particleboard shall con- 
form to ANSI A208.1 and shall be so identified by a grade 
mark or certificate of inspection issued by an approved 
agency. 

R503.3.2 Floor underlayment. Particleboard floor under- 
layment shall conform to Type PBU and shall not be less 
than 74 inch (6.4 mm) in thickness. 

R503.3.3 Installation. Particleboard underlayment shall be 
installed in accordance with the recommendations of the 
manufacturer and attached to framing in accordance with 
Table R602.3(l). 


SECTION R504 

PRESSURE PRESERVATIVELY TREATED-WOOD 
FLOORS (ON GROUND) 

R504.1 General. Pressure preservatively treated-wood 
basement floors and floors on ground shall be designed to 
withstand axial forces and bending moments resulting from 
lateral soil pressures at the base of the exterior walls and 
floor live and dead loads. Floor framing shall be designed to 
meet joist deflection requirements in accordance with Sec- 
tion R301. 

R504.I.1 Unbalanced soil loads. Unless special provision 
is made to resist sliding caused by unbalanced lateral soil 
loads, wood basement floors shall be limited to applications 
where the differential depth of fill on opposite exterior foun- 
dation walls is 2 feet (610 mm) or less. 

R504.1.2 Construction. Joists in wood basement floors 
shall bear tightly against the narrow face of studs in the 


foundation wall or directly against a band joist that bears 
on the studs. Plywood subfloor shall be continuous over 
lapped joists or over butt joints between in-line joists. Suf- 
ficient blocking shall be provided between joists to trans- 
fer lateral forces at the base of the end walls into the floor 
system. 

R504.I.3 Uplift and buckling. Where required, resistance 
to uplift or restraint against buckling shall be provided by 
interior bearing walls or properly designed stub walls 
anchored in the supporting soil below. 

R504.2 Site preparation. The area within the foundation 
walls shall have all vegetation, topsoil and foreign material 
removed, and any fill material that is added shall be free of veg- 
etation and foreign material. The fill shall be compacted to 
assure uniform support of the pressure preservatively treated- 
wood floor sleepers. 

R504.2.1 Base. A minimum 4-inch-thick (102 mm) granu- 
lar base of gravel having a maximum size of Y 4 inch (19.1 
mm) or crushed stone having a maximum size of Vj inch 
(12.7 mm) shall be placed over the compacted earth. 

R504.2.2 Moisture barrier. Polyethylene sheeting of minimum 
6 -mil (0. 1 5 mm) thickness shall be placed over the granular base. 
Joints shall be lapped 6 inches (152 mm) and left unsealed. The 
polyethylene membrane shall be placed over the pressure 
preservatively treated-wood sleepers and shall not extend beneath 
the footing plates of the exterior walls. 

R504.3 Materials. All framing materials, including sleepers, 
joists, blocking and plywood subflooring, shall be pressure- 
preservative treated and dried after treatment in accordance 
with AWPA U1 (Commodity Specification A, Use Category 
4B and section 5.2), and shall bear the label of an accredited 
agency. 


SECTION R505 
STEEL FLOOR FRAMING 

R505.1 Cold-formed steel floor framing. Elements shall 
be straight and free of any defects that would significantly 
affect structural performance. Cold-formed steel floor fram- 
ing members shall comply with the requirements of this sec- 
tion. 

R505.1.1 Applicability limits. The provisions of this section 
shall control the construction of cold-formed steel floor fram- 
ing for buildings not greater than 60 feet (18 288 mm) in 
length perpendicular to the joist span, not greater than 40 feet 
(12 192 mm) in width parallel to the joist span, and less than 
or equal to three stories above grade plane. Cold-formed steel 
floor framing constructed in accordance with the provisions 
of this section shall be limited to sites subjected to a maxi- 
mum design wind speed of 110 miles per hour (49 m/s). 
Exposure B or C, and a maximum ground snow load of 70 
pounds per square foot (3.35 kPa). 

R505.1.2 In-line framing. When supported by cold-formed 
steel framed walls in accordance with Section R603, 
cold-formed steel floor framing shall be constructed with 
floor joists located in-line with load-bearing studs located 


5-16 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




FLOORS 


below the joists in accordance with Figure R505.1.2 and the 
tolerances specified as follows: 

1. The maximum tolerance shall be V 4 inch (19.1 mm) 
between the centerline of the horizontal framing 
member and the centerline of the vertical framing 
member. 

2. Where the centerline of the horizontal framing mem- 
ber and bearing stiffener are located to one side of the 
centerline of the vertical framing member, the maxi- 
mum tolerance shall be Vj inch (3 mm) between the 
web of the horizontal framing member and the edge 
of the vertical framing member. 

R505.1.3 Floor trusses. Cold-formed steel trusses shall 
be designed, braced and installed in accordance with 
AISI SI 00, Section D4. Truss members shall not be 
notched, cut or altered in any manner without an 
approved design. 

R505.2 Structural framing. Load-bearing cold-formed steel 
floor framing members shall comply with Figure R505.2(l) 
and with the dimensional and minimum thickness require- 
ments specified in Tables R505.2(l) and R505.2(2). Tracks 
shall comply with Figure R505.2(2) and shall have a minimum 
flange width of 1 '(4 inches (32 mm). The maximum inside bend 
radius for members shall be the greater of V 32 inch (2.4 mm) 
minus half the base steel thickness or 1.5 times the base steel 
thickness. 

R505.2.1 Material. Load-bearing cold-formed steel fram- 
ing members shall be cold-formed to shape from structural 
quality sheet steel complying with the requirements of one 
of the following: 

1. ASTM A 653: Grades 33 and 50 (Class 1 and 3). 

2. ASTM A 792: Grades 33 and 50A. 

3. ASTM A 1003: Structural Grades 33 Type H and 50 
Type H. 

R505.2.2 Identification. Load-bearing cold-formed steel 
framing members shall have a legible label, stencil, stamp 
or embossment with the following information as a mini- 
mum: 

1. Manufacturer’s identification. 

2. Minimum base steel thickness in inches (mm). 

3. Minimum coating designation. 

4. Minimum yield strength, in kips per square inch (ksi) 
(MPa). 

R505.2.3 Corrosion protection. Load-bearing cold -formed 
steel framing shall have a metallic coating complying with 
ASTM A 1003 and one of the following: 

1. A minimum of G 60 in accordance with ASTM A 
653. 

2. A minimum of AZ 50 in accordance with ASTM A 
792. 

R505.2.4 Fastening requirements. Screws for steel-to- 
steel connections shall be installed with a minimum edge 
distance and center-to-center spacing of Vj inch (12.7 mm), 
shall be self-drilling tapping, and shall conform to ASTM C 


1513. Floor sheathing shall be attached to cold-formed steel 
Joists with minimum No. 8 self-drilling tapping screws that 
conform to ASTM C 1513. Screws attaching floor-sheath- 
ing to cold-formed steel Joists shall have a minimum head 
diameter of 0.292 inch (7.4 mm) with countersunk heads 
and shall be installed with a minimum edge distance of % 
inch (9.5 mm). Gypsum board ceilings shall be attached to 
cold-formed steel Joists with minimum No. 6 screws con- 
forming to ASTM C 954 or ASTM C 1 5 1 3 with a bugle head 
style and shall be installed in accordance with Section R702. 
For all connections, screws shall extend through the steel a 
minimum of three exposed threads. All fasteners shall have 
rust inhibitive coating suitable for the installation in which 
they are being used, or be manufactured from material not 
susceptible to corrosion. 

Where No. 8 screws are specified in a steel-to-steel con- 
nection, the required number of screws in the connection is 
permitted to be reduced in accordance with the reduction 
factors in Table R505.2.4 when larger screws are used or 
when one of the sheets of steel being connected is thicker 
than 33 mils (0.84 mm). When applying the reduction fac- 
tor, the resulting number of screws shall be rounded up. 


TABLE R505.2.4 

SCREW SUBSTITUTION FACTOR 


SCREW SIZE 

THINNEST CONNECTED STEEL SHEET (mils) 

33 

43 

#8 

1.0 

0.67 

#10 

0.93 

0.62 

#12 

0.86 

0.56 


For SI: 1 mil = 0.0254 mm. 


R505.2.5 Web holes, web hole reinforcing and web hole 
patching. Web holes, web hole reinforcing, and web hole 
patching shall be in accordance with this section. 

R505.2.5,l Web holes. Web holes in floor Joists shall 
comply with all of the following conditions: 

1 . Holes shall conform to Figure R505.2.5.1; 

2. Holes shall be permitted only along the centerline 
of the web of the framing member; 

3. Holes shall have a center-to-center spacing of not 
less than 24 inches (610 mm); 

4. Holes shall have a web hole width not greater than 
0.5 times the member depth, or 2'/2 inches (64.5 
mm); 

5. Holes shall have a web hole length not exceeding 
4'/2 inches (1 14 mm); and 

6 . Holes shall have a minimum distance between the 
edge of the bearing surface and the edge of the web 
hole of not less than 10 inches (254 mm). 

Framing members with web holes not conforming to 
the above requirements shall be reinforced in accordance 
with Section R505.2.5.2, patched in accordance with 
Section R505.2.5.3 or designed in accordance with 
accepted engineering practices. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-17 




FLOORS 



(gSTUD 



C BEARING 
STIFFENER 


HORIZONTAL HORIZONTAL 



HORIZONTAL 

FRAMING 


MEMBER 


□ : 




-VB"(3mm) MAX. 
FROM WEB OF 
HORIZONTAL 
FRAMING 
MEMBER TO 
EDGE OF 
VERTICAL 
FRAMING 
MEMBER 


-%"(19 mm) 
MAX. 


VERTICAL 

FRAMING 

MEMBER 


For SI: 1 inch = 25.4 mm. 


FIGURE R505.1.2 
IN-LINE FRAMING 




FIGURE R505.2(1) 
C-SHAPED SECTION 


FIGURE R505.2(2) 
TRACK SECTION 


5-18 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



FLOORS 


TABLE R505.2(1) 

COLD-FORMED STEEL JOIST SIZES 


MEMBER DESIGNATION° 

WEB DEPTH 
(inches) 

MINIMUM FLANGE WIDTH 
(inches) 

MAXIMUM FLANGE WIDTH 
(inches) 

MINIMUM LIP SIZE 
(inches) 

550S162-t 

5.5 

1.625 

2 

0.5 

800S162-t 

8 

1.625 

2 

0.5 

1000S162-t 

10 

1.625 

2 

0.5 

1200S162-t 

12 

1.625 

i 

2 

0.5 


For SI: I inch = 25.4 mm, I mil = 0.0254 mm. 

a. The member designation is defined by the first number representing the member depth in 0.0 1 inch, the letter “S” representing a stud or joist member, the second 
number representing the flange width in O.Ol inch, and the letter “t” shall be a number representing the minimum base metal thickness in mils [See Table 
R505.2(2)]. 


TABLE R505.2(2) 

MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS 


DESIGNATION THICKNESS 

MINIMUM BASE STEEL THICKNESS 

(mils) 

(inches) 

33 

0.0329 

43 

0.0428 

54 

0.0538 

68 

0.0677 

97 

0.0966 


For SI: 1 inch = 25.4 mm, 1 mil = 0.0254 mm. 


C.L C.L 



For SI: 1 inch = 25.4 mm. 


FIGURE R505.2.5.1 
FLOOR JOIST WEB HOLES 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-19 







FLOORS 


R505.2.5.2 Web hole reinforcing. Reinforcement of 
web holes in floor joists not conforming to the require- 
ments of Section R505.2.5.1 shall be permitted if the 
hole is located fully within the center 40 percent of the 
span and the depth and length of the hole does not exceed 
65 percent of the flat width of the web. The reinforcing 
shall be a steel plate or C-sbape section with a hole that 
does not exceed the web hole size limitations of Section 
R505.2.5.1 for the member being reinforced. The steel 
reinforcing shall be the same thickness as the receiving 
member and shall extend at least 1 inch (25.4 mm) 
beyond all edges of the hole. The steel reinforcing shall 
be fastened to the web of the receiving member with 
No. 8 screws spaced no more than 1 inch (25.4 mm) cen- 
ter-to-center along the edges of the patch with minimum 
edge distance of ‘/j inch (12.7 mm). 

R505.2.5.3 Hole patching. Patching of web holes in 
floor joists not conforming to the requirements in Sec- 
tion R505.2.5.1 shall be permitted in accordance with 
either of the following methods: 

1 . Framing members shall be replaced or designed in 
accordance with accepted engineering practices 
where web holes exceed the following size limits: 

1.1. The depth of the hole, measured across the 
web, exceeds 70 percent of the flat width of 
the web; or 

1 .2. The length of the hole measured along the 
web, exceeds 10 inches (254 mm) or the 
depth of the web, whichever is greater. 



2. Web holes not exceeding the dimensional 
requirements in Section R505.2.5.3, Item 1, shall 
be patched with a solid steel plate, stud section, or 
track section in accordance with Figure 
R505.2.5.3. The steel patch shall, as a minimum, 
be of the same thickness as the receiving member 
and shall extend at least 1 inch (25 mm) beyond all 
edges of the hole. The steel patch shall be fastened 
to the web of the receiving member with No.8 
screws spaced no more than 1 inch (25 mm) cen- 
ter-to-center along the edges of the patch with min- 
imum edge distance of Vj inch (13 mm). 

R505.3 Floor construction. Cold-formed steel floors shall be 
constructed in accordance with this section. 

R505.3.1 Floor to foundation or load-bearing wall con- 
nections. Cold-formed steel framed floors shall be anchored 
to foundations, wood sills or load-bearing walls in accor- 
dance with Table R505.3.1(l) and Figure R505.3.1(l), 
R505.3.1(2), R505.3.1(3), R505.3.1(4), R505.3.1(5) or 
R505.3.1(6). Anchor bolts shall be located not more than 12 
inches (305 mm) from comers or the termination of bottom 
tracks. Continuous cold-formed steel joists supported by 
interior load-bearing walls shall be constructed in accordance 
with Figure R505.3.1(7). Lapped cold-formed steel joists 
shall be constmcted in accordance with Figure R505.3.1(8). 
End floor joists constmcted on foundation walls parallel to 
the joist span shall be doubled unless a C-shaped bearing 
stiffener, sized in accordance with Section R505.3.4, is 
installed web-to-web with the floor joist beneath each sup- 
ported wall stud, as shown in Figure R505.3.1(9). Fastening 
of cold-formed steel joists to other framing members shall be 
in accordance with Section R505.2.4 and TableR505.3. 1(2). 

R505.3.2 Minimum floor joist sizes. Floor joist size and 
thickness shall be determined in accordance with the limits 
set forth in Table R505.3.2(l) for single spans, and Tables 
R505. 3.2(2) and R505.3.2(3) for multiple spans. When con- 
tinuous joist members are used, the interior bearing sup- 
ports shall be located within 2 feet (610 mm) of mid-span of 
the cold-formed steel joists, and the individual spans shall 
not exceed the spans in Table R505.3.2(2) or R505.3.2(3), 
as applicable. Floor joists shall have a bearing support 
length of not less than 1 Vj inches (38 mm) for exterior wall 
supports and 3 '(2 inches (89 mm) for interior wall supports. 
Tracks shall be a minimum of 33 mils (0.84 mm) thick 
except when used as part of a floor header or trimmer in 
accordance with Section R505.3.8. Bearing stiffeners shall 
be installed in accordance with Section R505.3.4. 

R505.3.3 Joist bracing and blocking. Joist bracing and 
blocking shall be in accordance with this section. 

R505.3.3.1 Joist top flange bracing. The top flanges of 
cold-formed steel joists shall be laterally braced by the 
application of floor sheathing fastened to the joists in 
accordance with Section R505.2.4 and Table 
R505.3.1(2). 


5-20 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






FLOORS 


R505.3.3.2 Joist bottom flange bracingAilocking. 

Floor joists with spans that exceed 12 feet (3658 mm) 
shall have the bottom flanges laterally braced in accor- 
dance with one of the following: 

1. Gypsum board installed with minimum No. 6 
screws in accordance with Section R702. 

2. Continuous steel straps installed in accordance 
with Figure R505.3.3.2(l). Steel straps shall be 
spaced at a maximum of 12 feet (3658 mm) on cen- 
ter and shall be at least 1 '(2 inches (38 mm) in width 
and 33 mils (0.84 mm) in thickness. Straps shall be 
fastened to the bottom flange of each jpist with one 


No. 8 screw, fastened to blocking with two No. 8 
screws, and fastened at each end (of strap) with 
two No. 8 screws. Blocking in accordance with 
Figure R505.3.3.2(l) or Figure R505.3.3.2(2) 
shall be installed between joists at each end of the 
continuous strapping and at a maximum spacing of 
12 feet (3658 mm) measured along the continuous 
strapping (perpendicular to the joist run). Blocking 
shall also be located at the termination of all straps. 
As an alternative to blocking at the ends, anchor- 
ing the strap to a stable building component with 
two No. 8 screws shall be permitted. 


TABLE R505.3.1(1) 

FLOOR TO FOUNDATION OR BEARING WALL CONNECTION REQUIREMENTS^’ 


FRAMING CONDITION 

BASIC WIND SPEED (mph) AND EXPOSURE 

85 mph Exposure C or 
less than 110 mph Exposure B 

Less than 110 mph 
Exposure C 

Floor joist to wall track of exterior wall per Figure R505.3.1(l) 

2-No. 8 screws 

3-No. 8 screws 

Rim track or end Joist to load-bearing wall top track per Figure R505.3.1(l) 

1-No. 8 screw at 24 inches o.c. 

1-No. 8 screw at 24 inches o.c. 

Rim track or end joist to wood sill per Figure R505.3.1(2) 

Steel plate spaced at 4 feet 
o.c. with 4-No. 8 screws and 
4-lOd or 6-8d common nails 

Steel plate spaced at 2 feet 
o.c. with 4-No. 8 screws and 
4-lOd or 6-8d common nails 

Rim track or end joist to foundation per Figure R505.3.1(3) 

’/2 inch minimum diameter 
anchor bolt and clip angle 
spaced at 6 feet o.c. with 

8-No. 8 screws 

Vj inch minimum diameter 
anchor bolt and clip angle 
spaced at 4 feet o.c. with 

8-No. 8 screws 

Cantilevered joist to foundation per Figure R505.3. 1(4) 

V 2 inch minimum diameter 
anchor bolt and clip angle 
spaced at 6 feet o.c. with 

8-No. 8 screws 

'/j inch minimum diameter 
anchor bolt and clip angle 
spaced at 4 feet o.c. with 

8-No. 8 screws 

Cantilevered joist to wood sill per Figure R505.3.1(5) 

Steel plate spaced at 4 feet 
o.c. with 4-No. 8 screws and 
4-lOd or 6-8d common nails 

Steel plate spaced at 2 feet 
o.c. with 4-No. 8 screws and 
4-lOd or 6-8d common nails 

Cantilevered joist to exterior load-bearing wall track per Figure R505.3.1(6) 

2-No. 8 screws 

3-No. 8 screws 


For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm. 

a. Anchor bolts are to be located not more than 12 inches from comers or the termination of bottom tracks (e.g., at door openings or comers). Bolts extend a minimum 
of 15 inches into masonry or 7 inches into concrete. Anchor bolts connecting cold-formed steel framing to the foundation structure are to be installed so that the dis- 
tance from the center of the bolt hole to the edge of the connected member is not less than one and one-half bolt diameters. 

b. All screw sizes shown are minimum. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-21 





5-22 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






FLOORS 



For SI: 1 mil = 0,0254 mm, I inch = 25.4 mm. 


FIGURE R505.3.1(2) 

FLOOR TO WOOD SILL CONNECTION 



For SI: 1 mil = 0.0254 mm, I inch = 25.4 mm. 


FIGURE R505.3.1(3) 

FLOOR TO FOUNDATION CONNECTION 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-23 















FLOORS 



For SI: 1 inch = 25.4 mm. 


FIGURE R505.3.1(8) 

LAPPED JOISTS SUPPORTED ON INTERIOR LOAD-BEARING WALL 



FIGURE R505.3.1(9) 

BEARING STIFFENERS FOR END JOISTS 


5-26 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


FLOORS 


TABLE R505.3.2(1) 

ALLOWABLE SPANS FOR COLD-FORMED STEEL JOISTS— SINGLE SPANS° '’ ‘= ‘‘ 33 ksi STEEL I 


JOIST 

DESIGNATION 

30 PSF LIVE LOAD | 40 PSF LIVE LOAD 

Spacing (Inches) 

Spacing (inches) 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

550S 162-33 

11 '-7" 

10'-7" 

9'-6" 

8'-6" 

10'-7" 

9'-3" 

8'-6" 

7'-6" 

550S 162-43 

12'-8" 

ll'-6'' 

10'- 10" 

10'-2" 

11 '-6" 

10'-5" 

9'- 10" 

9'-l" 

550S 162-54 

13'-7" 

12'-4" 

1 1'-7" 

10'-9" 

12'-4" 

11 '-2" 

10'-6" 

9'-9" 

550S 162-68 

14'-7" 

13'-3" 

12'-6" 

11 '-7" 

13'-3" 

12'-0" 

ll'-4" 

10'-6" 

550S 162-97 

16'-2" 

14'-9" 

13'- 10" 

12'- 10" 

14'-9" 

13'-4" 

12'-7" 

11 '-8" 

800S 162-33 

15'-8" 

13'-11" 

12'-9" 

11 '-5" 

14'-3" 

12'-5" 

11 '-3" 

9'-0" 

800S 162-43 

17'-1" 

15'-6" 

14'-7" 

13'-7" 

15'-6" 

14'-1" 

13'-3" 

12'-4" 

800S 162-54 

18'-4" 

16'-8" 

15'-8" 

14'-7" 

16'-8" 

15'-2" 

14'-3" 

13'-3" 

800S 162-68 

19'-9" 

17'-11" 

16'- 10" 

l5'-8" 

17'-11" 

16'-3" 

15'-4" 

14'-2" 

800S162-97 

22'-0" 

20'-0" 

16'-10" 

17'-5" 

20'-0" 

18'-2" 

17'-1" 

15'- 10" 

lOOOS 162-43 

20'-6" 

18'-8" 

17'-6" 

15'-8" 

18'-8" 

16'-11" 

15'-6" 

13'-11" 

lOOOS 162-54 

22'- 1" 

20'-0" 

00 

o 

17'-6" 

20'-0" 

18'-2" 

17'-2" 

15'-11" 

1000S162-68 

23'- 9" 

21 '-7" 

20'-3" 

18'- 10" 

21 '-7" 

19'-7" 

18'-5" 

17'- 1" 

lOOOS 162-97 

26'-6" 

24'- 1" 

22'-8" 

21'-0" 

24'- 1" 

21'-10" 

20'-7" 

19'-1" 

1200S162-43 

23'-9" 

20'- 10" 

19'-0" 

16'-8" 

21'-5" 

18'-6" 

16'-6" 

13'-2" 

1200S 162-54 

25'-9" 

23'-4" 

22'-0" 

20'-l" 

23'-4" 

21 '-3" 

20'-0" 

17'-10" 

1200S162-68 

27'-8" 

25'- 1" 

23'-8" 

21'-H" 

25'- 1" 

22'- 10" 

21 '-6" 

21'-1" 

1200S 162-97 

30'- 11" 

28'- 1" 

26'-5" 

24'-6" 

28'- 1" 

25'-6" 

24'-0" 

22'-3" 


For SI: 1 inch = 25.4 mm, I foot = 304.8 mm, 1 pound per square foot = 0.0479kPa. 

a. Deflection criteria: L/480 for live loads, L/240 for total loads. 

b. Floor dead load = 10 psf. 

c. Table provides the maximum clear span In feet and inches. 

d. Bearing stiffeners are to be installed at all support points and concentrated loads. 



For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm. 


FIGURE R505.3.3.2(1) 
JOIST BLOCKING (SOLID) 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-27 




FLOORS 


TABLE R505.3.2(2) 

ALLOWABLE SPANS FOR COLD-FORMED STEEL JOISTS— MULTIPLE SPANS” " ' '' ® ' 33 ksi STEEL 


JOIST 

DESIGNATION 

30 PSF LIVE LOAD 

40 PSF LiVE LOAD 

Spacing (inches) 

Spacing (inches) 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

550S162-33 

12 '- 1 " 

10'-5" 

1 

b^ 

8'-6" 

10'-9" 

9'-3" 

8'-6" 

7'-6" 

550S 162-43 

14'-5" 

12'-5" 

11 '-4" 

10'-2" 

12'-9" 

ll'-ll" 

10'- 1" 

9'-0" 

550S 162-54 

16'-3" 

14'-1" 

12'- 10" 

ll'-6" 

14'-5" 

12'-6" 

ll'-5" 

10'-2" 

550S 162-68 

19'-7" 

17'-9" 

16'-9" 

15'-6" 

17'-9" 

16'-2" 

15'-2" 

14'-1" 

550S162-97 

21 '-9" 

19'-9" 

18'-7" 

17'-3" 

19'-9" 

17'- 11" 

16'-10" 

15'-4" 

800S 162-33 

14'-8" 

ll'-lO" 

10'-4" 

8'-8" 

12'-4" 

9'- 11" 

8'-7" 

7'-2" 

800S 162-43 

20'-0" 

17'-4" 

15'-9" 

14'-1" 

17'-9" 

15'-4" 

14'-0" 

12'-0" 

800S 162-54 

23'-7" 

20'-5" 

18'-8" 

16'-8" 

21'-0" 

18'-2" 

16'-7" 

14'-10" 

800S 162-68 

26'-5" 

23'- 1" 

21'-0" 

00 

23'-8" 

20'-6" 

18'-8" 

16'-9" 

800S 162-97 

29'-6" 

26'-10" 

25'-3" 

22'-8" 

26'- 10" 

24'-4" 

22'-6" 

20'-2" 

lOOOS 162-43 

22'-2" 

18'-3" 

16'-0" 

13'-7" 

18'-11" 

15'-5" 

13'-6" 

11 '-5" 

lOOOS 162-54 

26'-2" 

22'-8" 

20'-8" 

18'-6" 

23'-3" 

20'-2" 

18'-5" 

16'-5" 

lOOOS 162-68 

31'- 5" 

27'-2" 

24'- 10" 

22'-2" 

27'-ll" 

24'-2" 

22'-l" 

19'-9" 

lOOOS 162-97 

35'-6" 

32'-3" 

29'- 11" 

26'-9" 

32'-3" 

29'-2" 

26'-7" 

23'-9" 

1200S 162-43 

21 '-8" 

17'-6" 

15'-3" 

12'-10" 

18'-3" 

14'-8" 

12'-8" 

10'-62 

1200S 162-54 

28'-5" 

24'-8" 

22'-6" 

19'-6" 

25'-3" 

21'-11" 

19'-4" 

16'-6" 

1200S162-68 

33'-7" 

29'- 1" 

26'-6" 

23'-9" 

29'- 10" 

25'- 10" 

23'-7" 

21'-1" 

1200S 162-97 

41 '-5" 

37'-8" 

34'-6" 

30'-10" 

37'-8" 

33'-6" 

30'-7" 

27'-5" 


For SI: 1 inch = 25.4 mm, 1 foot = 304,8 mm, 1 pound per square foot = 0.0479kPa. 

a. Deflection criteria: Z7480 for live loads, £7240 for total loads. 

b. Floor dead load = 10 psf, 

c. Table provides the maximum clear span in feet and inches to either side of the interior support. 

d. Interior bearing supports for multiple span joists consist of structural (bearing) walls or beams. 

e. Bearing stiffeners are to be installed at all support points and concentrated loads. 

f. Interior supports shall be located within 2 feet of mid-span provided that each of the resulting spans does not exceed the appropriate maximum span shown in the 
table above. 



For SI: 1 mil = 0,0254 = 25.4 mm. 


FIGURE R505.3.3.2(2) 
JOIST BLOCKING (STRAP) 


5-28 


2011 OREGON RESIDENTIAL SPECIALTY CODE 








FLOORS 


TABLE R505.3.2(3) 

ALLOWABLE SPANS FOR COLD-FORMED STEEL JOISTS— MULTIPLE SPANS" 50 ksl STEEL 


JOIST 

DESIGNATION 

30 PSF LIVE LOAD 

40 PSF LIVE LOAD 

Spacing (inches) 

Spacing (inches) 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

550S162-33 

13'-11" 

12'-0" 

11 '-0" 

9 ' 3 " 

12'-3" 

10'-8" 

9'-7" 

8'-4" 

550S 162-43 

16'-3" 

14'-1" 

12'- 10" 

ll'-6" 

14'-6" 

12'-6" 

11 '-5" 

10'-3" 

550S 162-54 

18'-2" 

16'-6" 

15'-4" 

13'-8" 

16'-6" 

14'-11" 

13'-7" 

12'-2" 


19'-6" 

17'-9" 

16'-8" 


17'-9" 

16'-1" 

15'-2" 


550S 162-97 

21 '-9" 

19'-9" 

18'-6" 

17'-2" 

19'-8" 

17'- 10" 

16'-8" 

15'-8" 

800S 162-33 

15'-6" 

12'-6" 

lO'-lO" 

9'-l" 

13'-0" 

10'-5" 

8'- 11" 

6'-9" 

800S 162-43 

22'-0" 

19'-1" 

17'-5" 

15'-0" 

19'-7" 

16'-11" 

14'- 10" 

12'-8" 

800S 162-54 

24'-6" 

22'-4" 

20'-6" 

17'-11" 

22'-5" 

19'-9" 

17'-11" 

15'- 10" 

800S 162-68 

26'-6" 

24'- 1" 

22'-8" 

21'-0" 

24'- 1" 

21'-10" 

20'-7" 

19'-2" 

800S 162-97 

29'-9" 

26'-8" 

25'-2" 

23'-5" 

26'-8" 

24'- 3" 

22'-ll" 

21 '-4" 

lOOOS 162-43 

23'-6" 

19'-2" 

16'-9" 

14'-2" 

19'-11" 

16'-2" 

14'-0" 

11 '-9" 

lOOOS 162-54 

28'-2" 

23'-10" 

21 '-7" 

18'-11" 

24'-8" 

20'- 11" 

18'-9" 

18'-4" 

lOOOS 162-68 

31'- 10" 

28'- 11" 

27'-2" 

25'-3" 

28'- 11" 

26'-3" 

24'-9" 

22'-9" 

lOOOS 162-97 

35'-4" 

32'-l" 

30'-3" 

28'- 1" 

32'- 1" 

29'-2" 

27'-6" 

25'-6" 

1200S 162-43 

22'-ll" 

18'-5" 

16'-0" 

13'-4" 

19'-2" 

15'-4" 

13'-2" 

10'-6" 

1200S162-54 

32'-8" 

28'-l" 

24'-9" 

21 '-2" 

29'-0" 

23'-10" 

20'-ll" 

17'-9" 

1200S 162-68 

37'-l" 

32'-5" 

29'-4" 

25'- 10" 

33'-4" 

28'-6" 

25'-9" 

22'-7" 

1200S 162-97 

41 '-2" 

37'-6" 

35'-3" 

32'-9" 

37'-6" 

34'- 1" 

32'- 1" 

29'-9" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa. 

a. Deflection criteria: L/480 for live loads, ZV240 for total loads. 

b. Floor dead load = 10 psf. 

c. Table provides the maximum clear span in feet and inches to either side of the interior support. 

d. Interior bearing supports for multiple span joists consist of structural (bearing) walls or beams. 

e. Bearing stiffeners are to be installed at all support points and concentrated loads. 

f. Interior supports shall be located within 2 feet of mid-span provided that each of the resulting spans does not exceed the appropriate maximum span shown in the 
table above. 


R505.3.3.3 Blocking at interior bearing supports. 

Blocking is not required for continuous back-to-back 
floor joists at bearing supports. Blocking shall be installed 
between every other joist for single continuous floor joists 
across bearing supports in accordance with Figure 
R505.3.1(7). Blocking shall consist of C-shape or track 
section with a minimum thickness of 33 mils (0.84 mm). 
Blocking shall be fastened to each adjacent joist through a 
33-niil (0.84 mm) clip angle, bent web of blocking or 
flanges of web stiffeners with two No. 8 screws on each 
side. The minimum depth of the blocking shall be equal to 
the depth of the joist minus 2 inches (51 mm). The mini- 
mum length of the angle shall be equal to the depth of the 
joist minus 2 inches (5 1 mm). 

R505.3.3.4 Blocking at cantilevers. Blocking shall be 
installed between every other joist over cantilever bearing 
supports in accordance with Figure R505.3.1(4), 
R505.3.1(5) or R505.3.1(6). Blocking shall consist of 
C-shape or track section with minimum thickness of 33 
mils (0.84 mm). Blocking shall be fastened to each adja- 
cent joist through bent web of blocking, 33 mil clip angle 


or flange of web stiffener with two No. 8 screws at each 
end. The depth of the blocking shall be equal to the depth 
of the joist. The minimum length of the angle shall be 
equal to the depth of the joist minus 2 inches (5 1 mm). 
Blocking shall be fastened through the floor sheathing and 
to the support with three No.8 screws (top and bottom). 

R505.3.4 Bearing stiffeners. Bearing stiffeners shall be 
installed at each joist bearing location in accordance with 
this section, except for joists lapped over an interior support 
not carrying a load-bearing wall above. Floor joists support- 
ing jamb studs with multiple members shall have two bear- 
ing stiffeners in accordance with Figure R505. 3.4(1). 
Bearing stiffeners shall be fabricated from a C-shaped, track 
or clip angle member in accordance with the one of follow- 
ing: 

1 . C-shaped bearing stiffeners: 

1.1. Where the joist is not carrying a load-bearing 
wall above, the bearing stiffener shall be a 
minimum 33 mil (0.84 mm) thickness. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-29 






FLOORS 


1 .2. Where the joist is carrying a load-bearing wall 
above, the bearing stiffener shall be at least 
the same designation thickness as the wall 
stud above. 

2. Track bearing stiffeners; 

2. 1 . Where the joist is not carrying a load-bearing 
wall above, the bearing stiffener shall be a 
minimum 43 mil (1.09 mm) thickness. 

2.2. Where the joist is carrying a load-bearing wall 
above, the bearing stiffener shall be at least 
one designation thickness greater than the 
wall stud above. 

3. Clip angle bearing stiffeners: Where the clip angle 
bearing stiffener is fastened to both the web of the 
member it is stiffening and an adjacent rim track using 
the fastener pattern shown in Figure R505. 3.4(2), the 
bearing stiffener shall be a minimum 2-inch by 2-inch 
(5 1 mm by 5 1 mm) angle sized in accordance with 
Tables R505.3.4(1),R505.3.4(2),R505.3.4(3), and 
R505.3.4(4). 

The minimum length of a bearing stiffener shall be the 
depth of member being stiffened minus Vg inch (9.5 mm). 

Each bearing stiffener shall be fastened to the web of the 
member it is stiffening as shown in Figure R505. 3.4(2). 

Each clip angle bearing stiffener shall also be fastened to the 
web of the adjacent rim track using the fastener pattern 
shown in Figure R505. 3.4(2). No. 8 screws shall be used for 
C-shaped and track members of any thickness and for clip 

TABLE R505.3.4(1) 

CLIP ANGLE BEARING STIFFENERS 

(20 psf equivalent snow load) 


MINIMUM THICKNESS (mils) OF 2-INCH x 2-INCH (51 mm x 51 mm) CLIP ANGLE 


JOIST DESIGNATION 

Top floor 

Bottom floor in 2 story 

Middle floor in 3 story 

Bottom floor in 3 story 

Joist spacing (inches) 

Joist spacing (inches) 

Joist spacing (inches) 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

800S162-33 

43 

43 

43 

43 

43 

54 

68 

68 

68 

97 

97 

— 

800S 162-43 

43 

43 

43 

43 

54 

54 

68 

68 

97 

97 

97 

97 

800S 162-54 

43 

43 

43 

43 

43 

54 

68 

68 

68 

97 

97 

— 

800S 162-68 

43 

43 

43 

43 

43 

43 

54 

68 

54 

97 

97 

— 

800S 162-97 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

97 

1000S162-43 

43 

43 

43 

43 

54 

68 

97 

97 

97 

— 

— 

— 

lOOOS 162-54 

43 

43 

43 

43 

54 

68 

68 

97 

97 

97 

— 

— 

lOOOS 162-68 

43 

43 

43 

43 

54 

68 

97 

97 

97 

— 

— 

— 

lOOOS 162-97 

43 

43 

43 

43 

43 

43 

43 

54 

43 

68 

97 

— 

1200S 162-43 

43 

54 

54 

54 

97 

97 

97 

97 



— 

— 

1200S 162-54 

54 

54 

54 

54 

97 

97 

97 

97 

— 



— 

— 

1200S 162-68 

43 

43 

54 

54 

68 

97 

97 

97 

— 

— 

— 


1200S 162-97 

43 

43 

43 

43 

43 

54 

68 

97 

97 

— 

— 

— 


For SI: 1 mil = 0.254 mm, 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.. 


angle members with a designation thickness less than or 
equal to 54. No. 10 screws shall be used for clip angle mem- 
bers with a designation thickness greater than 54. 



5-30 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




FLOORS 


R505.3.5 Cutting and notching. Flanges and lips of 
load-bearing cold-formed steel floor framing members 
shall not be cut or notched. 

R505.3.6 Floor cantilevers. Floor cantilevers for the top 
floor of a two- or three-story building or the first floor of a 
one-story building shall not exceed 24 inches (610 mm). 
Cantilevers, not exceeding 24 inches (6 1 0 mm) and support- 
ing two stories and roof (i.e., first floor of a two-story build- 
ing), shall also be permitted provided that all cantilevered 
joists are doubled (nested or back-to-back). The doubled 
cantilevered joists shall extend a minimum of 6 feet (1829 
mm) toward the inside and shall be fastened with a mini- 
mum of two No. 8 screws spaced at 24 inches (610 mm) on 
center through the webs (for back-to-back) or flanges (for 
nested joists). 

R505.3.7 Splicing. Joists and other structural members 
shall not be spliced. Splicing of tracks shall conform to Fig- 
ure R505.3.7. 

R505.3.8 Framing of floor openings. Openings in floors 
shall be framed with header and trimmer joists. Header joist 
spans shall not exceed 6 feet (1829 mm) or 8 feet (2438 mm) 
in length in accordance with Figure R505.3.8(l) or 
R505.3.8(2), respectively. Header and trimmer joists shall 
be fabricated from joist and track members, having a mini- 
mum size and thickness at least equivalent to the adjacent 
floor joists and shall be installed in accordance with Figures 
R505.3.8(l), R505.3.8(2), R505.3.8(3), and R505.3.8(4). 
Each header joist shall be connected to trimmer joists with 
four 2-inch-by-2-inch (51mm by 51 mm) clip angles. Each 
clip angle shall be fastened to both the header and trimmer 
joists with four No. 8 screws, evenly spaced, through each 
leg of the clip angle. The clip angles shall have a thickness 
not less than that of the floor joist. Each track section for a 
built-up header or trimmer joist shall extend the full length 
of the joist (continuous). 


R506.2.2 Base. A 4-inch-thick (102 mm) base course con- 
sisting of clean graded sand, gravel, crushed stone or 
crushed blast-furnace slag passing a 2-inch (51 mm) sieve 
shall be placed on the prepared subgrade when the slab is 
below grade. 

Exception: A base course is not required when the 
concrete slab is installed on well-drained or 
sand-gravel mixture soils classified as Group I 
according to the United Soil Classification System in 
accordance with Table R405.1. 

R506.2.3 Ground cover. A 6 mil (0.006 inch; 152 pm) 
polyethylene or approved equal with joints lapped not less 
than 12 inches (305 mm) shall be placed between the con- 
crete floor slab and the base course or the prepared subgrade 
where no base course exists. 

Exception: The ground cover may be omitted: 

1 . From garages, utility buildings and other unheated 
accessory structures. 

2. For unheated storage rooms having an area of less 
than 70 square feet (6.5 m^) and carports. 

3. From driveways, walks, patios and other flatwork 
not likely to be enclosed and heated at a later date. 

4. Where approved by the building official, based on 
local site conditions. 

R506.2.4 Reinforcement support. Where provided in 
slabs on ground, reinforcement shall be supported to remain 
in place from the center to upper one third of the slab for the 
duration of the concrete placement. 

Exception: Welded wire fabric. 


SECTION R506 

CONCRETE FLOORS (ON GROUND) 

R506.1 General. Concrete slab-on-ground floors shall be a 
minimum 3.5 inches (89 mm) thick (for expansive soils, see 
Section R403.1.8). The specified compressive strength of con- 
crete shall be as set forth in Section R402.2. 

R506.2 Site preparation. The area within the foundation 
walls shall have all vegetation, top soil and foreign material 
removed. 

R506.2.1 Fill. Fill material shall be free of vegetation and 
foreign material. The fill shall be compacted to assure uni- 
form support of the slab, and except where approved, the fill 
depths shall not exceed 24 inches (610 mm) for clean sand 
or gravel and 8 inches (203 mm) for earth. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-31 



FLOORS 


TABLE R505.3.4(2) 

CLIP ANGLE BEARING STIFFENERS 
(30 psf equivalent snow load) 


JOIST DESIGNATION 

MINIMUM THICKNESS (mils) OF 2-INCH x 2 INCH (51 mm x 51 mm) CLIP ANGLE 

Top floor 

Bottom floor in 2 story 

Middle floor in 3 story 

Bottom floor in 3 story 

Joist spacing (inches) 

Joist spacing (inches) 

Joist spacing (inches) 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

800S 162-33 

43 

43 

43 

43 

54 

68 

68 

97 

97 

97 

97 

— 

800S 162-43 

43 

43 

43 

54 

68 

68 

68 

97 

97 

97 

97 

— 

800S 162-54 

43 

43 

43 

43 

54 

68 

68 

97 

97 

97 

— 

— 

800S 162-68 

43 

43 

43 

43 

43 

54 

68 

97 

68 

97 

97 

— 

800S 162-97 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

68 

97 

lOOOS 162-43 

54 

54 

54 

54 

68 

97 

97 

97 

97 

— 

— 

— 

lOOOS 162-54 

54 

54 

54 

54 

68 

97 

97 

97 

97 

— 

— 

— 

lOOOS 162-68 

43 

43 

54 

68 

68 

97 

97 

— 

97 

— 

— 

— 

lOOOS 162-97 

43 

43 

43 

43 

43 

43 

54 

68 

54 

97 

— 

— 

1200S162-43 

54 

68 

68 

68 

97 

97 

97 

— 

— 

— 

— 

— 

1200S 162-54 

68 

68 

68 

68 

97 

97 

— 

— 

— 

— 

— 

— 

1200S 162-68 

68 

68 

68 

68 

97 

97 

97 

— 

— 

— 

— 

— 

1200S162-97 

43 

43 

43 

43 

54 

68 

97 

— 

97 


— 

— 


For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound per square foot = 0.0479kPa. 


C-SECTION/TRACK 


CLIP ANGLE 







For SI: 1 inch = 25.4 mm. 

FIGURE R505.3.4(2) 
BEARING STIFFENER 


5-32 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



FLOORS 


TABLE R505.3.4(3) 

CLIP ANGLE BEARING STIFFENERS 
(50 psf equivalent snow load) 


MINIMUM THICKNESS (mils) OF 2-INCH x 2-INCH (51 mm x 51 mm) CLIP ANGLE 


JOIST 

DESIGNATION 

Top floor 

Bottom floor In 2 story 

Middle floor in 3 story 

Bottom floor in 3 story 

Joist spacing (inches) 

Joist spacing (inches) 

Joist spacing (Inches) 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

800S 162-33 

54 

54 

54 

54 

68 

97 

97 

97 

97 

— 

— 

— 

800S 162-43 

68 

68 

68 

68 

97 

97 

■97 

97 

— 

— 




800S 162-54 


68 

68 

68 

97 

97 


97 

— 

— 



BB 

800S 162-68 

43 

43 

54 

54 

68 

97 

97 

97 

97 

— 

— 

— 

800S 162-97 

43 

43 

43 

43 

43 

43 

43 

54 

54 

68 

97 

— 

1000S162-43 

97 

68 

68 

68 

97 

97 

97 

97 

— 

— 

— 

— 

lOOOS 162-54 

97 

97 

68 

68 

97 

97 

97 

— 

— 

— 


— 

lOOOS 162-68 

68 

97 

97 

97 

97 

— 

— 

— 

— 

— 

— 


lOOOS 162-97 

43 

43 

43 

43 

54 

68 

97 

97 

— 

— 

— 

— 

1200S 162-43 

97 

97 

97 

97 



— 

— 



— 

— 



— 

1200S 162-54 

— 

97 

97 

97 

— 

— 

— 

— 

— 

— 

— 

— 

1200S 162-68 

97 

97 

97 

97 

— 

— 

— 

— 

— 

— 

— 

— 

1200S 162-97 

54 

68 

68 

97 

97 


— 

— 

— 

— 

— 

— 


For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm, 1 pound per square foot = 0.0479kPa. 


TABLE R505.3.4(4) 

CLIP ANGLE BEARING STIFFENERS 
(70 psf equivalent snow load) 


JOIST 

DESIGNATION 

MINIMUM THICKNESS (mils) OF 2-INCH x 2-INCH (51 mm x 51 mm) CLIP ANGLE 

Top floor 

Bottom floor in 2 story 

Middle floor in 3 story 

Bottom floor in 3 story 

Joist spacing (inches) 

Joist spacing (inches) 

Joist spacing (Inches) 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

12 

16 

19.2 

24 

800S 162-33 

68 

68 

68 

68 

97 

97 

97 

97 

— 

— 

— 

— 

800S 162-43 

97 

97 

97 

97 

97 

97 

97 

— 

— 

— 

— 

— 

800S 162-54 

97 

97 

97 

97 

97 

— 

— 

— 

— 

— 

— 

— 

800S 162-68 

68 

68 

68 

97 

97 

97 

97 

— 

— 

— 

— 


800S 162-97 

43 

43 

43 

43 

43 

54 

68 

97 

97 

97 





1000S162-43 

97 

97 

97 

97 

— 

— 


— 

— 

— 

— 

1 



lOOOS 162-54 

— 

97 

97 

97 

— 

— 



— 

— 

— 

— 

lOOOS 162-68 

97 

97 

— 

— 

— 

— 

— 

— 

— 

— 

— 

— 

1000S162-97 

68 

68 

68 

68 

97 

97 

— 

— 

— 

— 

— 

— 

1200S 162-43 

97 

97 

97 

97 

— 

— 

— 

— 

— 

— 

— 

— 

1200S 162-54 

— 


— 

— 

— 

— 

— 

— 

— 

— 

— 

— 

1200S 162-68 

— 

— 

— 

— 

— 

— 

— 

— 

— 

— 

— 

— 

1200S162-97 

97 

97 

97 

— 

— 

— 

— 

— 

— 

— 

— 

— 


For SI: 1 mil 0.0254 mm, 1 inch = 25.4 mm, 1 pound per square foot = 0.0479kPa. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


5-33 
















HEADER 
JOIST (TYP.) 
















CHAPTER 6 

WALL CONSTRUCTION 


SECTION R601 
GENERAL 

R601.1 Application. The provisions of this chapter shall con- 
trol the design and construction of all walls and partitions for 
all buildings. For strawbale construction, see Appendix R. 

R601.2 Requirements. Wall construction shall be capable of 
accommodating all loads imposed according to Section R301 
and of transmitting the resulting loads to the supporting struc- 
tural elements. 

R601.2.1 Compressible floor-covering materials. Com- 
pressible floor-covering materials that compress more than 
Vjj inch (0.8 mm) when subjected to 50 pounds (23 kg) 
applied over 1 inch square (645 mm) of material and are 
greater than Vg inch (3 mm) in thickness in the uncom- 
pressed state shall not extend beneath walls, partitions or 
columns, which are fastened to the floor. 


SECTION R602 
WOOD WALL FRAMING 

R602.1 Identification. Load-bearing dimension lumber for 
studs, plates and headers shall be identified by a grade mark of 
a lumber grading or inspection agency that has been approved 
by an accreditation body that complies with DOC PS 20. In lieu 
of a grade mark, a certification of inspection issued by a lumber 
grading or inspection agency meeting the requirements of this 
section shall be accepted. 

R602.1.1 End-jointed lumber. Approved end-jointed lum- 
ber identified by a grade mark conforming to Section 
R602. 1 may be used interchangeably with solid-sawn mem- 
bers of the same species and grade. 


R602.3 Design and construction. Exterior walls of 
wood-frame construction shall be designed and constructed in 
accordance with the provisions of this chapter and Figures 
R602.3(l) and R602.3.(2) or in accordance with AF&PA’s 
NDS. Components of exterior walls shall be fastened in accor- 
dance with Tables R602.3(l) through R602.3(4). Structural 
wall sheathing shall be fastened directly to structural framing 
members. Exterior wall coverings shall be capable of resisting 
the wind pressures listed in Table R301.2(2).Wood structural 
panel sheathing used for exterior walls shall conform to the 
requirements of Table R602.3(3). 




Studs shall be continuous from support at the sole plate to a 
support at the top plate to resist loads perpendicular to the wall. 
The support shall be a foundation or floor, ceiling or roof dia- 
phragm or shall be designed in accordance with accepted engi- 
neering practice or other methods approved by the building 
official. 


Exception; Jack studs, trimmer studs and cripple studs at 
openings in walls that comply with Tables R502.5(l) and 
R502.5(2). 

R602.3.1 Stud size, height and spacing. The size, height and 
spacing of studs shall be in accordance with Table R602.3.(5). 


Exceptions: 

1. Utility grade studs shall not be spaced more than 
16 inches (406 mm) on center, shall not support 
more than a roof and ceiling, and shall not exceed 8 
feet (2438 mm) in height for exterior walls and 
load-bearing walls or 10 feet (3048 mm) for inte- 
rior nonload-bearing walls. 

2. Studs more than 10 feet (3048 mm) in height 
which are in accordance with Table R602.3.1. 


R602.1.2 Structural glued laminated timbers. Glued 
laminated timbers shall be manufactured and identified as 
required in ANSl/AITC A190.1 and ASTM D 3737. 

R602.1.3 Structural log members. Stress grading of struc- 
tural log members of nonrectangular shape, as typically 
used in log buildings, shall be in accordance with ASTM D 
3957. Such structural log members shall be identified by the 
grade mark of an approved lumber grading or inspection 
agency. In lieu of a grade mark on the material, a certificate 
of inspection as to species and grade, issued by a lum- 
ber-grading or inspection agency meeting the requirements 
of this section, shall be permitted to be accepted. 

R602.2 Grade. Studs shall be a minimum No. 3, standard or 

stud grade lumber. 

Exception: Bearing studs not supporting floors and 
nonbearing studs may be utility grade lumber, provided the 
studs are spaced in accordance with Table R602.3(5). 


R602.3.2 Top plate. Wood stud walls shall be capped with a 
double top plate installed to provide overlapping at comers 
and intersections with bearing partitions. End joints in top 
plates shall be offset at least 24 inches (610 mm). Joints in 
plates need not occur over studs. Plates shall be not less than 
2-inches (51 mm) nominal thickness and have a width at 
least equal to the width of the studs. 

Exception: A single top plate may be installed in stud 
walls, provided the plate is adequately tied at joints, cor- 
ners and intersecting walls by a minimum 3-inch-by- 
6-inch by a 0.036-inch-thick (76 mm by 152 mm by 
0.914 mm) galvanized steel plate that is nailed to each 
wall or segment of wall by six 8d nails on each side, pro- 
vided the rafters or joists are centered over the studs with 
a tolerance of no more than 1 inch (25 mm). The top plate 
may be omitted over lintels that are adequately tied to 
adjacent wall sections with steel plates or equivalent as 
previously described. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-1 



WALL CONSTRUCTION 


R602.3.3 Bearing studs. Where joists, trusses or rafters are 
spaced more than 16 inches (406 mm) on center and the 
bearing studs below are spaced 24 inches (610 mm) on cen- 
ter, such members shall bear within 5 inches (127 mm) of 
the studs beneath. 

Exceptions: 

1. The top plates are two 2-inch by 6-inch (38 mm by 
140 mm) or two 3-inch by 4-inch (64 mm by 89 mm) 
members. 

2. A third top plate is installed. 

3. Solid blocking equal in size to the studs is installed 
to reinforce the double top plate, 

R602.3.4 Bottom (sole) plate. Studs shall have full bearing 
on a nominal 2-by (51 mm) or larger plate or sill having a 
width at least equal to the width of the studs. 

R602.4 Interior load-bearing walls. Interior load-bearing 
walls shall be constructed, framed and fireblocked as specified 
for exterior walls. 

R602.5 Interior nonbearing walls. Interior nonbearing walls 
shall be permitted to be constructed with 2-inch-by-3-inch (51 
mm by 76 mm) studs spaced 24 inches (610 mm) on center or, 
when not part of a braced wall line, 2-inch-by -4-inch (5 1 mm 
by 102 mm) flat studs spaced at 16 inches (406 mm) on center. 
Interior nonbearing walls shall be capped with at least a single 
top plate. Interior nonbearing walls shall be fireblocked in 
accordance with Section R602.8. 

R602.6 Drilling and notching-studs. Drilling and notching 
of studs shall be in accordance with the following: 

1 . Notching. Any stud in an exterior wall or bearing partition 
may be cut or notched to a depth not exceeding 25 percent 
of its width. Studs in nonbearing partitions may be notched 
to a depth not to exceed 40 percent of a single stud width. 

2. Drilling. Any stud may be bored or drilled, provided that 
the diameter of the resulting hole is no more than 60 per- 
cent of the stud width, the edge of the hole is no more 
than Vg inch (16 mm) to the edge of the stud, and the hole 
is not located in the same section as a cut or notch. Studs 
located in exterior walls or bearing partitions drilled over 
40 percent and up to 60 percent shall also be doubled 
with no more than two successive doubled studs bored. 
See Figures R602.6(l) and R602.6(2). 

Exception: Use of approved stud shoes is permitted 
when they are installed in accordance with the manu- 
facturer’s recommendations. 

R602.6.1 Drilling and notching of top plate. When piping 
or ductwork is placed in or partly in an exterior wall or inte- 
rior load-bearing wall, necessitating cutting, drilling or 
notching of the top plate by more than 50 percent of its 
width, a galvanized metal tie not less than 0.054 inch thick 
(1.37 mm) (16 ga) and 1 '/j inches (38 mm) wide shall be fas- 
tened across and to the plate at each side of the opening with 
not less than eight lOd (0.148 inch diameter) having a mini- 
mum length of 1 '/j inches (38 mm) at each side or equiva- 
lent. The metal tie must extend a minimum of 6 inches past 
the opening. See Figure R602.6.1. 


Exception: When the entire side of the wall with the notch 
or cut is covered by wood structural panel sheathing. 

R602.7 Headers. For header spans see Tables R502.5(l) and 
R502.5(2). 

R602.7.1 Wood structural panel box headers. Wood 
structural panel box headers shall be constructed in accor- 
dance with Figure R602.7.2 and Table R602.7.2. 

R602.7.2 Nonbearing walls. Load-bearing headers are not 
required in interior or exterior nonbearing walls. A single 
flat 2-inch-by-4-inch (51 mm by 102 mm) member may be 
used as a header in interior or exterior nonbearing walls for 
openings up to 8 feet (2438 mm) in width if the vertical dis- 
tance to the parallel nailing surface above is not more than 
24 inches (610 mm). For such nonbearing headers, no crip- 
ples or blocking are required above the header. 

R602.8 Fireblocking required. Fireblocking shall be pro- 
vided in accordance with Section R302. 1 1 . 

R602.9 Cripple walls. Foundation cripple walls shall be 
framed of studs not smaller than the studding above. When 
exceeding 4 feet (1219 mm) in height, such walls shall be 
framed of studs having the size required for an additional story. 

Cripple walls with a stud height less than 14 inches (356 
mm) shall be sheathed on at least one side with a wood struc- 
tural panel that is fastened to both the top and bottom plates in 
accordance with Table R602.3(l), or the cripple walls shall be 
constructed of solid blocking. Cripple walls shall be supported 
on continuous foundations and braced as required for lateral 
loads in accordance with Sections R602. 10.2 and R602. 10.9. 

R602.10 Wall bracing. Buildings shall be braced in accor- 
dance with this section. Where a building, or portion thereof, 
does not comply with one or more of the bracing requirements 
in this section, those portions shall be designed and constructed 
in accordance with Section R301.1. 

Exception: Detached one- and two-family dwellings located 
in Seismic Design Category C are exempt from the seismic 
bracing requirements of this section. Wind speed provisions 
for bracing shall be applicable to detached one- and two-fam- 
ily dwellings. 


TABLE R602.10 
WALL BRACING METHODS’ 


LIB 

Let-in bracing 

DWB 

Diagonal wood boards 

WSP 

Wood structural panels 

SFB 

Structural fiberboard sheathing 

GB 

Gypsum board 

PBS 

Particleboard sheathing 

PCP 

Portland cement plaster 

HPS 

Hardboard panel siding 

ABW 

Alternate braced wall 

PFH 

Intermittent portal frame 

PFG 

Intermittent portal frame at garage 


a. See Table R602.10.2 for specific bracing methods. 


6-2 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


TABLE R602.3(1) 

FASTENER SCHEDULE FOR STRUCTURAL MEMBERS 


ITEM 

DESCRIPTION OF BUILDING ELEMENTS 

NUMBER AND TYPE OF 
FASTENER*' 

SPACING OF FASTENERS 

Roof 

1 

Blocking between joists or rafters to top plate, toe nail 

3-8d (27," X 0.1 13") 



2 

Ceiling joists to plate, toe nail 

3-8d (27," X 0.1 13") 



3 

Ceiling joists not attached to parallel rafter, laps over partitions, 
face nail 

3-lOd 

— 

4 

Collar tie rafter, face nail or 1 '//' x 20 gage ridge strap 

3-10d(3"x0.128") 



5 

Rafter to plate, toe nail 

2-16d (3 7," X 0.1 35") 



6 

Roof rafters to ridge, valley or hip rafters: 
toe nail 
face nail 

4-16d (3 72" X 0.135") 
3-16d (3 7," X 0.1 35") 

— 

Wall 

7 

Built-up comer studs 

lOd (3" X 0.1 28") 

24" o.c. 

8 

Built-up header, two pieces with 7," spacer 

16d (3 7," X 0.1 35") 

16" o.c. along each edge 

9 

Continued header, two pieces 

16d (3 7," X 0.1 35") 

16" o.c. along each edge 

10 

Continuous header to stud, toe nail 

4-8d (27," X 0.1 13") 



11 

Double studs, face nail 

lOd (3" X 0.128") 

24" o.c. 

12 

Double top plates, face nail 

10d(3"x0.128") 

24" o.c. 

13 

Double top plates, minimum 24-inch offset of end joints, 
face nail in lapped area 

8-16dj(3 72"x0.135") 

— 

14 

Sole plate to joist, solid deck or blocking, face nail 

16d (3 7," X 0.1 35") 

16" o.c. 

15 

Sole plate to joist, solid deck or blocking at braced wall panels 

3-16d per 16" ( 372 " x 
0.135") 

— 

16 

Stud to sole plate, toe nail 

3-8d (27," X 0.1 13") 
or 

2-16d 37," X 0.135") 

— 

17 

Top or sole plate to stud, end nail 

2-16d (37," X 0.135") 



18 

Top plates, laps at comers and intersections, face nail 

2-lOd (3" X 0.1 28") 



19 

1 " brace to each stud and plate, face nail 

2-8d (272" X 0.1 13") 

2 staples \^l" 

— 

20 

1" X 6 " sheathing to each bearing, face nail 

2-8d (2 72" X 0.1 13") 

2 staples 174 " 

— 

21 

1" X 8 " sheathing to each bearing, face nail 

2-8d ( 272 " X 0.1 13") 

3 staples 1 V 4 " 

— 

22 

Wider than 1" x 8 " sheathing to each bearing, face nail 

3-8d (272" X 0.1 13") 

4 staples 174 " 

— 

Floor 

23 

Joist to sill or girder, toe nail 

3-8d (2 7," X 0.1 13") 



24 

1" X 6 " subfloor or less to each joist, face nail 

2-8d (2 72" X 0.1 13") 

2 staples 

— 

25 

2 " subfloor to joist or girder, blind and face nail 

2-16d (3 7," X 0.1 35") 



26 

Rim joist to top plate, toe nail (roof applications also) 

8 d (27," X 0.1 13") 

6 " o.c. 

27 

2" planks (plank & beam - floor & roof) 

2-16d (3 7," X 0.1 35") 

at each bearing 

28 

Built-up girders and beams, 2-inch lumber layers 

10d(3''x0.128") 

Nail each layer as follows: 

32" o.c. at top and bottom and 
staggered. Two nails at ends 
and at each splice. 


(continued) 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-3 







WALL CONSTRUCTION 


TABLE R602.3(1) — continued 
FASTENER SCHEDULE FOR STRUCTURAL MEMBERS 


ITEM 

DESCRIPTION OF BUILDING 
MATERIALS 

DESCRIPTION OF FASTENER"' ” 

SPACING OF FASTENERS 

Edges 

(inches)' 

Intermediate 
supports"’ " 
(inches) 

Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing 

30 

V-V 

6 d common (2" x 0.1 13") nail (subfloor wall) 

8 d common ( 2 '/ 2 " x 0.131") nail (roof)* 

6 

128 

31 

1 " 

8 d common nail ( 2 '/ 2 " x 0.131") 

6 

128 

32 

I'/g"- 1’// 

lOd common (3" x 0.148") nail or 

8 d ( 2 '/ 2 " X 0.131") deformed nail 

6 

12 

Other wall sheathing'’ 

33 

structural cellulosic 
fiberboard sheathing 

'I 2 galvanized roofing nail, ’/ 15 " crown or 1 " 
crown staple 16 ga., I'//' long 

3 

6 

34 

^^ 32 " structural cellulosic 
fiberboard sheathing 

IV 4 " galvanized roofing nail, crown or 1" 

crown staple 16 ga., 1 'Ij long 

3 

6 

35 

gypsum sheathing** 

l'/ 2 ' galvanized roofing nail; staple galvanized, 

1 * 72 " long; 1 */4 screws. Type W or S 

7 

7 

36 

Vg" gypsum sheathing** 

IV 4 " glavanized roofing nail; staple galvanized, 

1 Vg" long; iVg" screws. Type W or S 

7 

7 

Wood structural panels, combination subfloor underlayment to framing 

1 

37 

and less 

6 d deformed ( 2 " x 0 . 120 ") nail or 

8 d common ( 2 '/ 2 " x 0.131") nail 

6 

12 

38 

V-1" 

8 d common x 0.131") nail or 

8 d deformed 0lj' x 0 . 120 ") nail 

6 

12 

39 

I*/*" - 1 '//' 

lOd common (3" x 0.148") nail or 

8 d deformed ( 2 '/ 2 " x 0 . 120 ") nail 

6 

12 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; Iksi = 6.895 MPa. 

a. All nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum 
average bending yield strengths as shown: 80 ksi for shank diameter of 0. 192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not 
larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. 

b. Staples are 16 gage wire and have a minimum Vj^-inch on diameter crown width. 

c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches orgreater. 

d. Four-foot-by-8-foot or 4-foot-by-9-foot panels shall be applied vertically. 

e. Spacing of fasteners not included in this table shall be based on Table R602.3(2). 

f. For regions having basic wind speed of 1 1 0 mph or greater, 8d deformed (2'/2"x 0.120) nails shall be used for attaching plywood and wood suuctural panel roof 
sheathing to framing within minimum 48-inch distance from ^ble end walls, if mean roof height is more than 25 feet, up to 35 feet maximum. 

g. For regions having basic wind speed of less than 1 10 mph, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 
inches on center. When basic wind speed is greater than 100 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on cen- 
ter for minimum 48-inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing. 

h. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 2(B. 

i. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at all floor perimeters only. 
Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheath- 
ing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor perimeter shall be supported 
by framing members or solid blocking. 

j. Interior non-braced wall lines may be nailed with a minimum 4-lOd nails. 


6-4 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 


TABLE R602.3(2) 
ALTERNATE ATTACHMENTS 


NOMINAL MATERIAL THICKNESS 
(inches) 

DESCRIPTION*' " OF FASTENER AND LENGTH 
(inches) 

SPACING" OF FASTENERS 

Edges 

(inches) 

Intermediate supports 
(inches) 

Wood structural panels subfloor, roof and wall sheathing to framing and particleboard wall sheathing to framing' 

up to 'Ij 

Staple 15 ga. P/4 

4 

8 

0.097 - 0.099 Nail I'U 

3 

6 

Staple 16 ga. P/4 

3 

6 

'’/32 and ^8 

0.113 Nail 2 

3 

6 

Staple IS and 16 ga. 2 

4 

8 

0.097 - 0.099 Nail 2'U 

4 

8 

^^32 and % 

Staple 14 ga. 2 

4 

8 

Staple 15 ga. P/4 

3 

6 

0.097 - 0.099 Nail I'U 

4 

8 

Staple 16 ga. 2 

4 

8 

1 

Staple 14 ga. 2'U 

4 

8 

0.113 Nail 2'/4 

3 

6 

Staple 15 ga. 2'/4 

4 

8 

0.097 - 0.099 Nail 2'/, 

4 

8 

NOMINAL MATERIAL THICKNESS 
(inches) 

' 

DESCRIPTION^’^ OF FASTENER AND LENGTH 
(inches) 

SPACING' OF FASTENERS 

Edges 

(inches) 

Body of panel' 
(inches) 

Floor underlayment; plywood-hardboard-particleboard' 

Plywood 

'U and V|6 

1 'U ring or screw shank nail — minimum 

I2V7 ga. (0.099") shank diameter 

n 

3 

6 

Staple 18 ga., ^/r, crown width 

2 

5 

' '/32> '^^32’ and V2 

1 'U ring or screw shank nail — minimum 

12V, ga. (0.099") shank diameter 

6 

8' 

'%2i ^^^32 and V4 

l'/2 ring or screw shank nail — minimum 

12'/7 ga. (0.099") shank diameter 

6 

8 

Staple 16 ga. 1 V, 

6 

8 

Hardboard* 

0.200 

I'U long ring-grooved underlayment nail 

6 

6 

4d cement-coated sinker nail 

6 

6 

Staple 18 ga., ’/« long (plastic coated) 

3 

6 

Particleboard 

'U 

4d ring-grooved underlayment nail 

3 

6 

Staple 18 ga., ’/« long, Vir crown 

3 

6 

% 

6d ring-grooved underlayment nail 

6 

10 

Staple 16 ga., P/r long, Vr crown 

3 

6 

'4% 

6d ring-grooved underlayment nail 

6 

10 

Staple 16 ga., P/r long, Vr crown 

3 

6 


For SI: 1 inch = 25.4 mm. 

a. Nail is a general description and may be T-head, modified round head or round head. 

b. Staples shall have a minimum crown width of -inch on diameter except as noted. 

c. Nails or staples shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. Nails or staples shall be spaced at not more 
than 12 inches on center at intermediate supports for floors. 

d. Fasteners shall be placed in a grid pattern throughout the body of the panel. 

e. For 5-ply panels, intermediate nails shall be spaced not more than 12 inches on center each way. 

f. Hardboard underlayment shall conform to ANSI/AHA A135.4. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-5 





WALL CONSTRUCTION 


TABLE R602.3(3) 

REQUIREMENTS FOR WOOD STRUCTURAL PANEL 
WALL SHEATHING USED TO RESIST WIND PRESSURES*''’^ 


MINIMUM NAIL 

MiNiMUM 

WOOD 

STRUCTURAL 
PANEL SPAN 
RATiNG 

MiNiMUM 

NOMiNAL 

PANEL 

THICKNESS 

(inches) 

MAXIMUM 
WALL STUD 
SPACING 
(inches) 

PANEL NAIL SPACING 

MAXIMUM WIND SPEED 
(mph) 

Size 

Penetration 

(inches) 

Edges 
(inches o.c.) 

Field 

(inches o.c.) 

Wind exposure category 

B 

c 

D 

6d Common 
(2.0" X 0.1 13") 

1.5 

24/0 

3/8 

16 

6 

12 

110 

90 

85 

8d Common 
(2.5" X 0.131") 

1.75 

24/16 

7/16 

16 

6 

12 

130 

110 

105 

24 

6 

12 

110 

90 

85 


For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. 

a. Panel strength axis parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 1 6 inches on center shall be applied with panel 
strength axis perpendicular to supports. 

b. Table is based on wind pressures acting toward and away from building surfaces per Section R30 1 .2. Lateral bracing requirements shall be in accordance with Sec- 
tion R602.10. 

c. Wood Structural Panels with span ratings of Wall- 1 6 or Wall-24 shall be permitted as an alternate to panels with a 24/0 span rating. Plywood siding rated 1 6 oc or 24 
oc shall be permitted as an alternate to panels with a 24/ 16 span rating. Wall-1 6 and Plywood siding 1 6 oc shall be used with studs spaced a maximum of 16 inches 
on center. 


TABLE R602.3(4) 

ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING^ 


THICKNESS 

(inch) 


STUD SPACING 
(inches) 

GRADE 

When siding is nailed to studs 

When siding is nailed to sheathing 

\ 

M — 1 Exterior glue 

16 

— 

'll 

M — 2 Exterior glue 

16 

16 


For SI: 1 inch = 25.4 mm. 

a. Wall sheathing not exposed to the weather. If the panels are applied horizontally, the end joints of the panel shall be offset so that four panels corners will not meet. 
All panel edges must be supported. Leave a 7,^-inch gap between panels and nail no closer than Vj inch from panel edges. 


TABLE R602.3(5) 

SIZE, HEIGHT AND SPACING OF WOOD STUDS" 


STUD SIZE 
(inches) 

BEARING WALLS 

NONBEARING WALLS 

Laterally 
unsupported 
stud height" 
(feet) 

Maximum spacing 
when supporting 
a roof-ceiling 
assembly only 
(inches) 

Maximum spacing 
when supporting 
one floor, plus a 
roof-ceiling 
assembly (inches) 

Maximum spacing 
when supporting 
two floors, plus a 
roof-ceiling 
assembly 
(inches) 

Maximum 
spacing when 
supporting one 
floor height" 
(feet) 

Laterally 

unsupported 

stud 

height" 

(feet) 

Maximum 

spacing 

(Inches) 






/\ 

/\ 













— 




2x3“’ 











10 

16 

2x4 

10 

24= 

16= 



24 

14 

24 

3x4 

10 

24 

24 

16 

24 

14 

24 

2x5 

1 

10 

24 

24 



24 

16 

24 

2x6 

10 

24 

24 

16 

24 

20 

24 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square foot = 0.093 m7 

a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Increases in unsupported height are permitted where 
justified by analysis. 

b. Shall not be used in exterior walls. 


6-6 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






WALL CONSTRUCTION 



RAFTERS ANDCEIUNG 
JOISTS OR APPROVED 
ROOF TRUSS 


SECOND STORY 



PLATE- 
SEE DRILLING AND 
NOTCHING PROVISIONS 
SECTION R602.6.1 



BOTTOM PLATE . 


TOP PLATE. 



FLOOR JOIST- 
SEE DRILLING AND 
NOTCHING PROVISIONS 
SECTION R502.8 


JOIST IS PERMITTED TO 
BE CUT OR NOTCHED 
BETWEEN THESE LIMITS 




, Vs SPAN 


o 


BAND JOIST OR 
BLOCKING 


K 




FOR BLOCKING AND 
BRIDGING— SEE 
SECTION R502.7 


WALL STUD- 
SEE DRILLING AND 
NOTCHING PROVISIONS 
SECTION R602.6 


JOIST NAILED TO 
STUD 


1 IN. X 4 IN. RIBBON 
CUT INTO STUD- 
SEE SECTION R502..6 


BEARING 

WALL 


BAND JOIST 
OR BLOCKING 

SILL PLATE 




V/7\'<^'77A 


t 

/ 


BOTTOM PLATE 


LAP JOIST 3 IN. MIN. 
OR SPLICE— SEE 
SECTION R502.6.1 


JOIST 


CRAWL SPACE OR 

BASEMENT 

FOUNDATION 


V// \\V V// x\\\ '/// AW V// \\\'| 




I 


Ll* 

1 

SUBFLOOR \ ‘ V 


SEE SECTION R602.8 
FOR FIREBLOCKING 






PLATFORM FRAMING 


INTERMEDIATE 
BEARING WALL 


MONOLITHIC 
SLAB-ON -GRADE 
FOUNDATION 


BALLOON FRAMING 


For SI: 1 inch = 25.4 mm. 


FIGURE R602.3(1) 

TYPICAL WALL, FLOOR AND ROOF FRAMING 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-7 



WALL CONSTRUCTION 



DCTERIOn WALLS WITH 1 IN. BY 4 IN. BRACES LET 
INTO STUDS AND PLATES AND EXTENDING FROM 
BOTTOM PLATE TO TOP PLATE, OH OTHER 
APPROVED METAL STRAP DEVICES INSTALLED IN 
ACCORDANCE WITH THE MANUFACTURER S 
SPECIFICATIONS. SEE SECTION R$02.10. 


NOTE: A THIRD STUD AND/OR PARTITION INTERSECTION 
BACKING STUDS SHAU BE PERMITTED TO BE OMITTED 
through the use of WOOD BACKUP CLEATS. METAL 
DRYWALL CLIPS OH OTHER APPROVED DEVICES THAT 
WILL SERVE AS ADEQUATE BACKING FOR THE FACING 
MATERIALS. 


For SI: 


1 inch = 25.4 mm, 1 foot = 304.8 mm. 


FIGURE R602.3(2) 
FRAMING DETAILS 


6-8 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


TABLE R602.3.1 

MAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 110 mph | | 

OR LESS IN SEISMIC DESIGN CATEGORIES A, B, C, D, and D;** ■= 


HEIGHT 

(feet) 

ON-CENTER SPACING (inches) 

24 

16 

12 

8 

Supporting a roof only 

>10 

2x4 

2x4 

2x4 

2x4 

12 

2x6 

2x4 

2x4 

2x4 

14 

2x6 

2x6 

2x6 

2x4 

16 

2x6 

2x6 

2x6 

2x4 

18 

NA” 

2x6 

2x6 

2x6 

20 

NA" 

NA“ 

2x6 

2x6 

24 

NA“ 

NA“ 

NA“ 

2x6 

Supporting one floor and a roof 

>10 

2x6 

2x4 

2x4 

2x4 

12 

2x6 

2x6 

2x6 

2x4 

14 

2x6 

2x6 

2x6 

2x6 

16 

NA'- 

2x6 

2x6 

2x6 

18 

NA^ 

2x6 

2x6 

2x6 

20 

NA“ 

NA" 

2x6 

2x6 

24 

NA“ 

NA’' 

NA= 

2x6 

Supporting two floors and a roof 

>10 

2x6 

2x6 

2x4 

2x4 

12 

2x6 

2x6 

2x6 

2x6 

14 

2x6 

2x6 

2x6 

2x6 

16 

NA'" 

NA" 

2x6 

2x6 


NA^ 

NA^ 

2x6 

2x6 

20 

NA" 

NA^ 

NA“ 

2x6 

22 

NA= 

NA“ 

NA” 

NA“ 

24 

NA" 

NA“ 

NA“ 

NA= 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 

1 pound per square inch = 6.895 kPa, 1 mile per hour = 0.447 m/s. 

a. Design required. 

b. Applicability of this table assumes the following: Snow load not exceeding 25 psf,/j not less than 1310psi determined by multiplying the AF&PA NDS tabular 
base design value by the repetitive use factor, and by the size factor for all species except southern pine, E not less than 1 .6 x 1 0* psi, tributary dimensions for floors 
and roofs not exceeding 6 feet, maximum span for floors and roof not exceeding 12 feet, eaves not over 2 feet in dimension and exterior sheathing. Where the condi- 
tions are not within these parameters, design is required. 

c. Utility, standard, stud and No. 3 grade lumber of any species are not permitted. 

(continued) 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-9 




WALL CONSTRUCTION 


TABLE R602.3.1 — continued 

MAXIMUM ALLOWABLE LENGTH OF WOOD WALL STUDS EXPOSED TO WIND SPEEDS OF 100 mph OR LESS 

IN SEISMIC DESIGN CATEGORIES A, B, C, D, and Dj 




1 ROOF LOAD 
1 FLOOR LOAD 



1 ROOF LOAD 

2 FLOOR LOADS 


6-10 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 



For SI: 1 inch = 25.4 mm. 

NOTE: Condition for exterior and bearing walls. 

FIGURE R602.6(1) 

NOTCHING AND BORED HOLE LIMITATIONS FOR EXTERIOR WALLS AND BEARING WALLS 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-11 



WALL CONSTRUCTION 



For SI: 1 inch = 25,4 mm. 


FIGURE R602.6(2) 

NOTCHING AND BORED HOLE LIMITATIONS FOR INTERIOR NONBEARING WALLS 


6-12 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 



For SI: 1 inch = 25.4 mm. 


FIGURE R602.6.1 

TOP PLATE FRAMING TO ACCOMMODATE PIPING 


TABLE R602.7.2 

MAXIMUM SPANS FOR WOOD STRUCTURAL PANEL BOX HEADERS’ 


HEADER 

CONSTRUCTION*" 

HEADER DEPTH 
(inches) 

HOUSE DEPTH (feet) 

24 

26 

28 

30 

32 

Wood structural 

9 

4 

4 

3 

3 



panel — one side 

15 

5 

5 

4 

3 

3 

Wood structural 

9 

7 

5 

5 

4 

3 

panel — both sides 

15 

8 

8 

7 

7 

6 


For SI: 1 inch = 25.4 mm, I foot = 304.8 mm. 

a. Spans are based on single story with dear-span trussed roof or two-story with floor and roof supported by interior-bearing walls. 

b. See Figure R602.7.2 for construction details. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-13 



WALL CONSTRUCTION 


CRIPPLE" TOP PLATE" 



9 IN. OR 
15 IN. 


b. Jack studs shall be used for spans over 4 feet. 

c. Cripple spacing shall be the same as for studs. 

d. Wood structural panel faces shall be single pieces of ' V 32 -inch-thick Exposure 1 (exterior glue) or thicker, installed on the interior or exterior or both sides of the 
header. 

e. Wood structural panel faces shall be nailed to framing and cripples with 8d common or galvanized box nails spaced 3 inches on center, staggering alternate nails 
'/j inch. Galvanized nails shall be hot-dipped or tumbled. 


FIGURE H602.7.2 

TYPICAL WOOD STRUCTURAL PANEL BOX HEADER CONSTRUCTION 


R602.10.1 Braced wall lines. Braced wall lines shall be 
provided in accordance with this section. The length of a 
braced wall line shall be measured as the distance between 
the ends of the wall line. The end of a braced wall line shall 
be considered to be either; 

1 . The intersection with perpendicular exterior walls or 
projection thereof, 

2. The intersection with perpendicular braced wall 
lines. 

The end of the braced wall line shall be chosen such that 
the maximum length results. 

R602.10.1.1 Braced wall panels. Braced wall panels shall 
be constructed in accordance with the intermittent bracing 
methods specified in Section R602.10.2, or the continuous 
sheathing methods specified in Sections R602.10.4 and 
R602. 10.5. Mixing of bracing method shall be permitted as 
follows: 

1 . Mixing bracing methods from story to story is per- 
mitted. 


2. Mixing bracing methods from braced wall line to 
braced wall line within a story is permitted, except 
that continuous sheathing methods shall conform to 
the additional requirements of Sections R602.10.4 
andR602.10.5. 

3. Mixing bracing methods within a braced wall line 
is permitted only in Seismic Design Categories A 
and B, and detached dwellings in Seismic Design 
Category C. The length of required bracing for the 
braced wall line with mixed sheathing types shall 
have the higher bracing length requirement, in 
accordance with Tables R602. 10. 1.2(1) and 
R602. 10. 1.2(2), of all types of bracing used. 

R602.10.1.2 Length of bracing. The length of bracing 
along each braced wall line shall be the greater of that 
required by the design wind speed and braced wall line 
spacing in accordance with Table R602. 10.1.2(1) as 
adjusted by the factors in the footnotes or the Seismic 
Design Category and braced wall line length in accor- 
dance with Table R602. 10. 1.2(2) as adjusted by the fac- 
tors in Table R602. 10. 1.2(3) or braced wall panel 


6-14 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


location requirements of Section R602.10.1.4. Only 
walls that are parallel to the braced wall line shall be 
counted toward the bracing requirement of that line, 
except angled walls shall be counted in accordance with 
Section R602.10.1.3. In no case shall the minimum total 
length of bracing in a braced wall line, after all adjust- 
ments have been taken, be less than 48 inches (1219 mm) 
total. 

R602.10.1.2.1 Braced wall panel uplift load path. 

Braced wall panels located at exterior walls that sup- 
port roof rafters or trusses (including stories below 
top story) shall have the framing members connected 
in accordance with one of the following: 

1. Fastening in accordance with Table R602.3(l) 
where: 

1.1. The basic wind speed does not exceed 
90 mph (40 m/s), the wind exposure cat- 
egory is B, the roof pitch is 5:12 or 
greater, and the roof span is 32 feet 
(9754 mm) or less, or 

1.2. The net uplift value at the top of a wall 
does not exceed 100 plf. The net uplift 
value shall be determined in accordance 
with Section R802. 1 1 and shall be per- 
mitted to be reduced by 60 plf (86 
N/mm) for each full wall above. 

2. Where the net uplift value at the top of a wall 
exceeds 100 plf (146 N/mm), installing approved 
uplift framing connectors to provide a continuous 
load path from the top of the wall to the foundation. 
The net uplift value shall be as determined in Item 
1 .2 above. 

3. Bracing and fasteners designed in accordance 
with accepted engineering practice to resist 
combined uplift and shear forces. 

R602.10.1.3 Angled comers. At comers, braced wall 
lines shall be permitted to angle out of plane up to 45 
degrees with a maximum diagonal length of 8 feet (2438 
mm). When determining the length of bracing required, 
the length of each braced wall line shall be determined as 
shown in Figure R602. 10.1.3. The placement of bracing 
for the braced wall lines shall begin at the point where the 
braced wall line, which contains the angled wall adjoins 
the adjacent braced wall line (Point A as shown in Figure 
R602. 10. 1 .3). Where an angled comer is constmcted at an 
angle equal to 45 degrees (0.79 rad) and the diagonal 
length is no more than 8 feet (2438 mm), the angled wall 
may be considered as part of either of the adjoining braced 
wall lines, but not both. Where the diagonal length is 
greater than 8 feet (2438 mm), it shall be considered its 
own braced wall line and be braced in accordance with 
Section R602.10.1 and methods in Section R602.10.2. 

R602.10.1.4 Braced wall panel location. Braced wall 
panels shall be located in accordance with Figure 
R602. 10. 1.4(1). Braced wall panels shall be located not 
more than 25 feet (7620 mm) on center and shall be per- 
mitted to begin no more than 12.5 feet (3810 mm) from 


the end of a braced wall line in accordance with Section 
R602.10.1 and Figure R602. 10. 1.4(2). The total com- 
bined distance from each end of a braced wall line to the 
outermost braced wall panel or panels in the line shall 
not exceed 12.5 feet (3810 mm). Braced wall panels may 
be offset out-of-plane up to 4 feet (1219 mm) from the 
designated braced wall line provided that the total 
out-to-out offset of braced wall panels in a braced wall 
line is not more than 8 feet (2438 mm) in accordance with 
Figures R602. 10.1.4(3) and R602. 10.1.4(4). All braced 
wall panels within a braced wall line shall be permitted 
to be offset from the designated braced wall line. 

R602.10.1.4.1 Braced wall panel location in Seis- 
mic Design Categories D, and Dj. Braced wall lines 
at exterior walls shall have a braced wall panel 
located at each end of the braced wall line. 

Exception: For braced wall panel construction 
Method WSP of Section R602.10.2, the braced 
wall panel shall be permitted to begin no more than 
8 feet (2438 mm) from each end of the braced wall 
line provided one of the following is satisfied in 
accordance with Figure R602. 10. 1.4.1: 

1. A minimum 24-inch-wide (610 mm) panel 
is applied to each side of the building corner 
and the two 24-inch-wide (610 mm) panels 
at the corner are attached to framing in 
accordance with Figure R602. 10.4.4(1), or 

2. The end of each braced wall panel closest to 
the comer shall have a hold-down device 
fastened to the stud at the edge of the braced 
wall panel closest to the comer and to the 
foundation or framing below. The hold- 
down device shall be capable of providing 
an uplift allowable design value of at least 
1,800 pounds (8 kN). The hold-down device 
shall be installed in accordance with the 
manufacturer’s recommendations. 

R602.10.1.5 Braced wall line spacing for Seismic 
Design Categories D, and Dj. Spacing between braced 
wall lines in each story shall not exceed 25 feet (7620 
mm) on center in both the longimdinal and transverse 
directions. 

Exception: In one- and two-story buildings, spacing 
between two adjacent braced wall lines shall not 
exceed 35 feet (10 668 mm) on center in order to 
accommodate one single room not exceeding 900 
square feet (84 m^) in each dwelling unit. Spacing 
between all other braced wall lines shall not exceed 25 
feet (7620 mm). A spacing of 35 feet (10 668 mm) or 
less shall be permitted between braced wall lines 
where the length of wall bracing required by Table 
R602. 10. 1.2(2) is multiplied by the appropriate adjust- 
ment factor from Table R602.10.1.5, the 
length-to-width ratio for the floor/roof diaphragm does 
not exceed 3:1, and the top plate lap splice face nailing 
is twelve 16d nails on each side of the splice. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-15 



WALL CONSTRUCTION 


TABLE R602.1 0.1 .2(1 

BRACING REQUIREMENTS BASED ON WIND SPEED 
(as a function of braced wall line spacing) 


EXPOSURE CATEGORY B, 30 FT MEAN ROOF HEIGHT, 
10 FT EAVE TO RIDGE HEIGHT, 

10 FT WALL HEIGHT, 

2 BRACED WALL LINES 


Basic Wind Speed 
(mph) 


Story 

Location 








MINIMUM TOTAL LENGTH (feet) OF BRACED WALL PANELS REQUIRED ALONG 
EACH BRACED WALL LINE 


Braced Wall Line 
Spacing (feet) 

Method LIB'- •• 

Method GB 
(double sided)° 

Methods DWB, 
WSP, SFB, PBS, 
PCP, HPS'-' 

Continuous 

Sheathing 

10 

3.5 

3.5 

2.0 

1.5 

20 

6.0 

6.0 

3.5 

3.0 

30 

8.5 

8.5 

5.0 

4.5 

40 

11.5 

11.5 

6.5 

5.5 

50 

14.0 

14.0 

8.0 

7.0 

60 

16.5 

16.5 

9.5 

8.0 

10 

6.5 

6.5 

3.5 

3.0 

20 

11.5 

11.5 

6.5 

5.5 

30 

16.5 

16.5 

9.5 

8.0 

40 

21.5 

21.5 

12.5 

10.5 

50 

26.5 

26.5 

15.0 

13.0 

60 

31.5 

31.5 

18.0 

15.5 

10 

NP 

9.0 

5.5 

4.5 

20 

NP 

17.0 

10.0 

8.5 

30 

NP 

24.5 

14.0 

12.0 

40 

NP 

32.0 

18.0 

15.5 

50 

NP 

39.0 

22.5 

19.0 

60 

NP 

46.5 

26.5 

22.5 

10 

3.5 

3.5 

2.0 

2.0 

20 

7.0 

7.0 

4.0 

3.5 

30 

9.5 

9.5 

5.5 

5.0 

40 

12.5 

12.5 

7.5 

6.0 

50 

15.5 

15.5 

9.0 

7.5 

60 

18.5 

18.5 

10.5 

9.0 

10 

7.0 

7.0 

4.0 

3.5 

20 

13.0 

13.0 

7.5 

6.5 

30 

18.5 

18.5 

10.5 

9.0 

40 

24.0 

24.0 

14.0 

12.0 

50 

29.5 

29.5 

17.0 

14.5 

60 

35.0 

35.0 

20.0 

17.0 

10 

NP 

10.5 

6.0 

5.0 

, 20 

NP 

19.0 

11.0 

9.5 

30 

NP 

27.5 

15.5 

13.5 

40 

NP 

35.5 

20.5 

17.5 

50 

NP 

44.0 

25.0 

21.5 

60 

NP 

52.0 

30.0 

25.5 


(continued) 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


TABLE R602.1 0.1 .2(1 )“• '■ '*• “—continued 
BRACING REQUIREMENTS BASED ON WIND SPEED 
(as a function of braced wall line spacing) 


EXPOSURE CATEGORY B, 30 FT MEAN ROOF HEIGHT, 

10 FT EAVE TO RIDGE HEIGHT, 

10 FT WALL HEIGHT, 

2 BRACED WALL LINES 

MINIMUM TOTAL LENGTH (feet) OF BRACED WALL PANELS REQUIRED ALONG 
EACH BRACED WALL LINE 

Basic Wind Speed 
(mph) 

Story 

Location 

Braced wall 

Line Spacing (feet) 

Method LIB*' " 

Method GB 
(doubled sided)° 

Method DWB, 
WSP, SFB, PBS, 
PCP, HPS' ' 

Continuous 

Sheathing 




10 

4.0 

4.0 

2.25 

2.25 



A 

20 

7.75 

7.75 

4.5 

3.75 



A 

i 


30 

10.75 

10.75 

6.25 

5.5 


A 

if 



40 

14.0 

14.0 

8.25 

6.75 


m 


L-l 


50 

17.25 

17.25 

10.0 

8.5 




60 

20.5 

20.5 

11.75 

10.0 




10 

7.75 

7.75 

4.5 

4.0 



A 

20 

14.5 

14.5 

8.25 

7.25 

< 95 

A ' 



30 

20.75 

20.75 

11.75 

10.0 

(mph) 

A 


ii 


40 

26.75 

26.75 

15.5 

13.25 


u 

LI 

L-l 


50 

33.0 

33.0 

19.0 

16.25 




60 

39.25 

39.25 

22.5 

19.0 




10 

NP 

11.5 

6.75 

5.5 



A 

20 

NP 

21.25 

12.25 

10.5 


A 



30 

NP 

30.75 

17.5 

15.0 


A 




40 

NP 

39.75 

22.75 

19.5 


i_r 

□ 



50 

NP 

49.0 

28.0 

24.0 




60 

NP 

58.0 

33.25 

28.25 




10 

4.5 

4.5 

2.5 

2.5 


A 

20 

8.5 

8.5 

5.0 

4.0 



A 

C;} 


30 

12.0 

12.0 

7.0 

6.0 


A 




40 

15.5 

15.5 

9.0 

7.5 


Is 




50 

19.0 

19.0 

11.0 

9.5 




60 

22.5 

22.5 

13.0 

11.0 




10 

8.5 

8.5 

5.0 

4.5 





20 

16.0 

16.0 

9.0 

8.0 

< 100 


A 



30 

23.0 

23.0 

13.0 

11.0 

(mph) 

A 


n 


40 

29.5 

29.5 

17.0 

14.5 


u 

m 

L. 


50 

36.5 

36.5 

21.0 

18.0 




60 

43.5 

43.5 

25.0 

21.0 




10 

NP 

12.5 

7.5 

6.0 



A 

20 

NP 

23.5 

13.5 

11.5 



A 



30 

NP 

34.0 

19.5 

16.5 


A 

q 



40 

NP 

44.0 

25.0 

21.5 



□ 



50 

NP 

54.0 

31.0 

26.5 




60 

NP 

64.0 

36.5 

31.0 


(continued) 

201 1 OREGON RESIDENTIAL SPECIALTY CODE 6-1 7 




WALL CONSTRUCTION 


TABLE R602.1 0.1 .2(1 )‘ “—continued 

BRACING REQUIREMENTS BASED ON WIND SPEED 
(as a function of braced waii iine spacing) 


EXPOSURE CATEGORY B, 30 FT MEAN ROOF HEIGHT, 

10 FT EAVE TO RIDGE HEIGHT, 

10 FT WALL HEIGHT, 

2 BRACED WALL LINES 

MINIMUM TOTAL LENGTH (feet) OF BRACED WALL PANELS REQUIRED ALONG 
EACH BRACED WALL LINE 

Basic Wind Speed 
(mph) 

Story 

Location 

Braced wall 

Line Spacing (feet) 

Method LIB’’ " 

Method GB 
(doubled sided)^ 

Method DWB, 
WSP, SFB, PBS, 
PCP, HPS'-' 

Continuous 

Sheathing 

< 105 
(mph) 


A 


10 

5.0 

5.0 

2.75 

2.75 

20 

9.25 

9.25 

5.5 

4.5 

30 

13.25 

13.25 

7.75 

6,5 

40 

17.0 

17.0 

10.0 

8,25 

50 

21.0 

21.0 

12.0 

10.5 

60 

25.0 

25.0 

14.25 

12.25 


A 


10 

9.5 

9.5 

5.5 

4.75 

20 

17.5 

17.5 

10.0 

8.75 

30 

25.25 

25.25 

14.5 

12.25 

40 

32.75 

32.75 

18.75 

16.0 

50 

40.25 

40.25 

23.25 

19.75 

60 

48.0 

48.0 

27.5 

23.25 

e&l 

A 

L 

10 

NP 

14.0 

8.25 

6.75 

20 

NP 

26.0 

15.0 

12.75 


30 

NP 

37.5 

21.5 

18.25 

40 

NP 

48.5 

27.75 

23.75 

50 

NP 

59.75 

34.25 

29.25 

60 

NP 

70.75 

40.5 

34.25 

< no 

(mph) 


A 

k, 

10 

5.5 

5.5 

3.0 

3.0 

20 

10.0 

10.0 

6.0 

5.0 



30 

14.5 

14.5 

8.5 

7.0 

40 

18.5 

18.5 

11.0 

9.0 

50 

23.0 

23.0 

13.0 

11.5 

60 

27.5 

27.5 

15.5 

13.5 

6§ 

jA 


10 

10.5 

10.5 

6.0 

5.0 

20 

19.0 

19,0 

11.0 

9.5 

30 

27.5 

27.5 

16.0 

13.5 

40 

36.0 

36.0 

20.5 

17.5 

50 

44.0 

44.0 

25.5 

21.5 

60 

52.5 

52.5 

30.0 

25.5 

A 

A 


10 

NP 

15.5 

9.0 

7.5 

20 

NP 

28.5 

16.5 

14.0 

- 

30 

NP 

41.0 

23.5 

20.0 


40 

NP 

53.0 

30.5 

26.0 

50 

NP 

65.5 

37.5 

32.0 

60 

NP 

77.5 

44.5 

37.5 


(continued) 


6-18 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 


TABLE R602.1 0.1 .2(1)’- “• ‘—continued 

BRACING REQUIREMENTS BASED ON WIND SPEED 
(as a function of braced wall line spacing) 

For SI: 1 foot = 304.8 mm, 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, I pound force = 4.448 N. 

a. Tabulated bracing lengths are based on Wind Exposure Category B, a 30-ft mean roof height, a 1 0-ft eave to ridge height, a 10-ft wall height, and two braced wall 
lines sharing load in a given plan direction on a given story level. Methods of bracing shall be as described in Sections R602. 1 0.2, R602. 10.4 and R602. 1 0.5. Inter- 
polation shall be permitted. 

b. For other mean roof heights and exposure categories, the required bracing length shall be multiplied by the appropriate fector from the following table: 


NUMBER OF STORIES 

EXPOSURE/HEIGHT FACTORS 

1 

Exposure B 

Exposure C 

Exposure D 

1 

1.0 

1.2 

1.5 

2 

1.0 

1.3 

1.6 

3 

1.0 

1.4 

1.7 


c. For other roof-to-eave ridge heights, the required bracing length shall be multiplied by the appropriate factor from the following table: interpolation shall be per- 
mitted. 


SUPPORT CONDITION 

ROOF EAVE-TO-RIDGE HEIGHT 

5 ft or less 

10ft 

15ft 

20 ft 

Roof only 

0.7 

1.0 

1.3 

1.6 

Roof + floor 

0.85 

1.0 

1.15 

1.3 

Roof -I- 2 floors 

0.9 

1.0 

1.1 

NP 


d. For a maximum 9-foot wall height, multiplying the table values by 0.95 shall be permitted . For a maximum 8-foot wall height, multiplying, the table values by 0.90 
shall be permitted. For a maximum 1 2-foot wall height, the table values shall be multiplied by I . I . 

e. For three or more braced wall lines in a given plan direction, the required bracing length on each braced wall line shall be multiplied by the appropriate factor from 
the following table: 


NUMBER OF BRACED WALL LINES 

ADJUSTMENT FACTOR 

3 

1.30 

4 

1.45 

> 5 

1.60 


f. Bracing lengths are based on the application of gypsum board finish (or equivalent) applied to the inside face of a braced wall panel. When gypsum board finish (or 
equivalent) is not applied to the inside face of braced wall panels, the tabulated lengths shall be multiplied by the appropriate factor from the following table: 


BRACING METHOD 

ADJUSTMENT FACTOR 

Method LIB 

1.8 

Methods DWB, WSP, SFB, PBS, PCP, HPS 

1.4 


g. Bracing lengths for Method GB are based on the application of gypsum board on both faces of a braced wall panel. When Method GB is provided on only one side 
of the wall, the required bracing amounts shall be doubled. When Method GB braced wall panels installed in accordance with Section R602. 1 0.2 are fastened at 4 
inches on center at panel edges, including top and bottom plates, and are blocked at all horizontal joints, multiplying the required bracing percentage for wind load- 
ing by 0.7 shall be permitted. 

h. Method LfB bracing shall have gypsum board attached to at least one side according to the Section R602.10.2 Method GB requirements. 

i. Required bracing length for Methods DWB, WSP, SFB, PBS, PCP and HPS in braced wall lines located in one-story buildings and in the top story of two or three 
story buildings shall be permitted to be multiplied by 0.80 when an approved hold-down device with a minimum uplift design value of 800 pounds is fastened to the 
end studs of each braced wall panel in the braced wall line and to the foundation or framing below. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-19 






WALL CONSTRUCTION 


TABLE R602.10.1.2(2)“ '> ' 

BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY 
(AS A FUNCTION OF BRACED WALL LINE LENGTH) 


SOIL CLASS D’ 

WALL HEIGHT = 10 FT 

10 PSF FLOOR DEAD LOAD 

15 PSF ROOF/CEILING DEAD LOAD 

BRACED WALL LINE SPACING < 25 FT 

MINIMUM TOTAL LENGTH (feet) OF BRACED WALL PANELS REQUIRED 

ALONG EACH BRACED WALL LINE 

Seismic Design 
Category 
(SDC) 

Story Location 

Braced Wall 

Line Length 

Method LIB 

Methods 

DWB, SFB, GB, 
PBS, PCP, HPS 

Method WSP 

Continuous 

Sheathing 

SDC A and B 

and Detached Dweiiings In C 

Exempt from Seismic Requirements 

Use Table R602.10.1.2(1) for Bracing Requirements 

SDCC 


A 


10 

2.5 

2.5 

1.6 

1.4 

20 

5.0 

5.0 

3.2 

2.7 

30 

7.5 

7.5 

4.8 

4.1 

40 

10.0 

10.0 

6.4 

5.4 



50 

12.5 

12.5 

8.0 

6.8 


A 

k 

10 

NP 

4.5 

3.0 

2.6 

20 

NP 

9.0 

6.0 

5.1 

30 

NP 

13.5 

9.0 

7.7 

40 

NP 

18.0 

12.0 

10.2 



50 

NP 

22.5 

15.0 

12.8 

&§l 

A 

k 

10 

NP 

6.0 

4.5 

3.8 

20 

NP 

12.0 

9.0 

7.7 

30 

NP 

18.0 

13.5 

11.5 

40 

NP 

24.0 

18.0 

15.3 



50 

NP 

30.0 

22.5 

19.1 

SDCD, 


A 

k 

10 

NP 

3.0 

2.0 

1.7 

20 

NP 

6.0 

4.0 

3.4 

30 

NP 

9.0 

6.0 

5.1 


40 

NP 

12.0 

8.0 

6.8 



50 

NP 

15.0 

10.0 

8.5 


A 


10 

NP 

6.0 

4.5 

3.8 

20 

NP 

12.0 

9.0 

7.7 

30 

NP 

18.0 

13.5 

11.5 

40 

NP 

24.0 

18.0 

15.3 


50 

NP 

30.0 

22.5 

19.1 

6§l 

A 

r 


10 

NP 

8.5 

6.0 

5.1 

20 

NP 

17.0 

12.0 

10.2 

30 

NP 

25.5 

18.0 

15.3 

40 

NP 

34.0 

24.0 

20.4 



50 

NP 

42.5 

30.0 

25.5 


(continued) 


6-20 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 


TABLE R602.1 0.1 .2(2)*- *> '—continued 
BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY 
(AS A FUNCTION OF BRACED WALL LINE LENGTH) 


SOIL CLASS D' 

WALL HEIGHT = 10 FT 

10 PSF FLOOR DEAD LOAD 

15 PSF ROOF/CEILING DEAD LOAD 

BRACED WALL LINE SPACING < 25 FT 

MINIMUM TOTAL LENGTH (feet) OF BRACED WALL PANELS REQUIRED 

ALONG EACH BRACED WALL LINE 

Seismic Design 
Category 
(SDC) 

Story Location 

Braced Wall 

Line Length 

Method LIB 

METHODS DWB, 
SFB, GB, PBS, PCP, 
HPS 

Method WSP 

Continuous 

Sheathing 





10 

NP 

4.0 

2.5 

2.1 



A 


20 

NP 

8.0 

5.0 

4.3 


A A 

— 


30 

NP 

12.0 

7.5 

6.4 


^ □ 



40 

NP 

16.0 

10.0 

8.5 





50 

NP 

20.0 

12.5 

10.6 





10 

NP 

7.5 

5.5 

4.7 





20 

NP 

15.0 

11.0 

9.4 

SDC Dj 

A ^ 

— 


30 

NP 

22.5 

16.5 

14.0 


ft H 



40 

NP 

30.0 

22.0 

18.7 





50 

NP 

37.5 

27.5 

23.4 





10 

NP 

NP 

NP 

NP 



A 

L 

20 

NP 

NP 

NP 

NP 


A ^ 

— 


30 

NP 

NP 

NP 

NP 


n H 



40 

NP 

NP 

NP 

NP 





50 

NP 

NP 

NP 

NP 


For SI: 1 foot = 304.8 mm, 1 pound per square foot = 47.89 ft. 

a. Wall bracing lengths are based on a soil site class “D.” Interpolation of bracing length between the values associated with the seismic design categories shall be 

permitted when a site-specific 5a. value is determined in accordance with Section 1613.5 of the Building Code. 

b. Foundation cripple wall panels shall be braced in accordance with Section R602.10.9. 

c. Methods of bracing shall be as described in Sections R602.10.2, R602.I0.4 and R602.10.5. 


TABLE R602.10.1.2(3) 

ADJUSTMENT FACTORS TO THE LENGTH OF REQUIRED SEISMIC WALL BRACING' 


ADJUSTMENT BASED ON: 

MULTIPLY LENGTH OF 
BRACING PER WALL LINE BY: 

APPLIES TO: 

Story height*’ (Section R301.3) 

<10 ft 

1.0 

All bracing methods - 
Sections R602.10.2, 
R602.10.4 and R602.10.5 

> 10 < 12 ft 

1.2 

Braced wall line spacing townhouses in SDC A-C*"' 

<35 ft 

1.0 

> 35 < 50 ft 

1.43 

Wall dead load 

> 8 < 15 psf 

1.0 

< 8 psf 

0.85 

Roof/ceiling dead load 
for wall supporting*’ 

roof only or roof plus 
one story 

< 15 psf 

1.0 

roof only 

< 1 5 psf < 25 psf 

1.1 

roof plus one story 

< 15 psf < 25 psf 

1.2 

Walls with stone or masonry veneer in SDC C-D, 

See Section R703.7 

Cripple walls 

See Section R602.10.9 


For SI: 1 foot = 304.8 mm, 1 pound per square foot = 47.89 ft. 

a. The total length of bracing required for a given wall line is the product of all applicable adjustment factors. 

b. Linear interpolation shall be permitted. 

c. Braced wall line spacing and adjustment to bracing length in SDC D, and Dj shall comply with Section R602. 10.1.5. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-21 





WALL CONSTRUCTION 



For SI: I foot = 304.8 mm. 


FIGURE R602.10.1.3 
ANGLED CORNERS 


R602.10.2 Intermittent braced wall panel construction 
methods. The construction of intermittent braced wall pan- 
els shall be in accordance with one of the methods listed in 
Table R602.10.2. 

R602.10.2.1 Intermittent braced wall panel interior 
finish material. Intermittent braced wall panels shall 
have gypsum wall board installed on the side of the wall 
opposite the bracing material. Gypsum wall board shall 
be not less than V 2 inch (12.7 mm) in thickness and be 
fastened in accordance with Table R702.3.5 for interior 
gypsum wall board. 

Exceptions: 

1. Wall panels that are braced in accordance with 
Methods GB, ABW, PFG and PFH. 

2. When an approved interior finish material with 
an in-plane shear resistance equivalent to gyp- 
sum board is installed. 

3. For Methods DWB, WSP, SFB, PBS, PCP and 
HPS, omitting gypsum wall board is permitted 
provided the length of bracing in Tables 
R602. 10. 1.2(1) and R602. 10. 1.2(2) is multi- 
plied by a factor of 1.5. 

R602.10.2.2 Adhesive attachment of sheathing in 
Seismic Design Categories C, D, and Dj. Adhesive 
attachment of wall sheathing shall not be permitted in 
Seismic Design Categories C, D, and Dj. 

R602.10.3 Minimum length of braced panels. For Meth- 
ods DWB, WSP, SFB, PBS, PCP and HPS, each braced wall 
panel shall be at least 48 inches (1219 mm) in length, cover- 
ing a minimum of three stud spaces where studs are spaced 


16 inches (406 mm) on center and covering a minimum of 
two stud spaces where studs are spaced 24 inches (610 mm) 
on center. For Method GB, each braced wall panel and shall 
be at least 96 inches (2438 mm) in length where applied to 
one face of a braced wall panel and at least 48 Inches (1219 
mm) where applied to both faces. For Methods DWB, WSP, 
SFB, PBS, PCP and HPS, for purposes of computing the 
length of panel bracing required in Tables R602. 10.1. 2(1) 
and R602. 10. 1.2(2), the effective length of the braced wall 
panel shall be equal to the actual length of the panel. When 
Method GB panels are applied to only one face of a braced 
wall panel, bracing lengths required in Tables 
R602. 1 0. 1 .2( 1 ) and R602. 10. 1 .2(2) for Method GB shall be 
doubled. 

Exceptions: 

1. Lengths of braced wall panels for continuous 
sheathing methods shall be in accordance with 
Table R602. 10.4.2. 

2. Lengths of Method ABW panels shall be in accor- 
dance with Sections R602. 10.3.2. 

3. Length of Methods PFH and PFG panels shall be 
in accordance with Section R602. 10.3.3 and 
R602.10.3.4 respectively. 

4. For Methods DWB, WSP, SFB, PBS, PCP and 
HPS in Seismic Design Categories A, B, and C: 
Panels between 36 inches (914 mm)and 48 inches 
(1219 mm) in length shall be permitted to count 
towards the required length of bracing in Tables 
R602. 10. 1.2(1) and R602. 10. 1.2(2), and the effec- 
tive contribution shall comply with Table 
R602.10.3. 


6-22 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 



For SI: 1 foot = 304.8 mm. 


FIGURE R602.10.1.4(1) 

BRACED WALL PANELS AND BRACED WALL LINES 



Braced wall panel shall be permitted to be located away from the end of a braced wall line, provided the total end distance from each end to the 
nearest braced waii panel does not exceed 12.5'. If braced wall panel Is located at the end of the braced wall line, then end distance is O'. 

For SI: 1 foot = 304.8 mm. 


FIGURE R602.10.1.4(2) 

BRACED WALL PANEL END DISTANCE REQUIREMENTS (SDC A, B AND C) 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-23 


WALL CONSTRUCTION 


4-FOOT OFFSET 


8-FOOT TOTAL OUT-TO-OUT OFFSET 
(4 FEET EACH WAY) IN BRACED WALL LINE 



'‘1 

BRACED WALL 
LINE 


I 

i 

V 



- 4 - 


BRACED WALL LINE 


OFFSETS IN DISCONTINUOUS BRACED LINE 


^ 

BRACED WALL LINE 

4 ' 



\ 1 


For SI: 1 foot = 304.8 mm. 


FIGURE R602.10.1.4(3) 

OFFSETS PERMITTED FOR BRACED WALL LINES 


OFFSETS 4' 
EACH DIRECTION 
8' MAX. OFFSET 



NOTE: BRACED WALL SPACING FOR BWL B IS THE GREATER OF THE DISTANCE FROM BWL A TO BWL B OR FROM 
BWL B TO BWL C. 


For SI: 1 foot = 304.8 mm. 


FIGURE R602.10.1.4(4) 
BRACED WALL LINE SPACING 


6-24 


2011 OREGON RESIDENTIAL SPECIALTY CODE 







WALL CONSTRUCTION 


R602. 10.3.1 Adjustment of length of braced pan- 
els. When story height (H), measured in feet, exceeds 
10 feet (3048 mm), in accordance with Section 
R301.3, the minimum length of braced wall panels 
specified in Section R602.10.3 shall be increased by 
afactorH/10. See Table R602. 10.3.1. Interpolation is 
permitted. 


R602.10.3.2 Method ABW: Alternate braced wall 
panels. Method ABW braced wall panels constructed 
in accordance with one of the following provisions 
shall be permitted to replace each 4 feet (1219 mm) of 
braced wall panel as required by Section R602.10.3. 
The maximum height and minimum length and 
hold-down force of each panel shall be in accordance 
with Table R602. 10.3.2: 


1. In one-story buildings, each panel shall be 
installed in accordance with Figure 
R602. 10.3.2. The hold-down device shall be 
installed in accordance with the manufacturer’s 
recommendations. The panels shall be sup- 
ported directly on a foundation or on floor fram- 
ing supported directly on a foundation which is 
continuous across the entire length of the braced 
wall line. 

2. In the first story of two-story buildings, each 
braced wall panel shall be in accordance with 
Item 1 above, except that the wood structural 
panel sheathing edge nailing spacing shall not 
exceed 4 inches (102 mm) on center. 




CONTINUOUSLY SHEATHED, PER 
R602.10.4 


For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4,448 N. 

FIGURE R602.10.1.4.1 

BRACED WALL PANELS AT ENDS OF BRACED WALL LINES IN SEISMIC DESIGN CATEGORIES Di AND D 2 


TABLE R602.10.1.5 

ADJUSTMENTS OF BRACING LENGTH FOR BRACED WALL LINE SPACING GREATER THAN 25 FEEr " 


BRACED WALL LINE SPACING 

MULTIPLY BRACING LENGTH 

(feet) 

IN TABLE R602.10.1.2(2) BY: 

25 

1.0 

30 

1.2 

35 

1.4 


For SI; 1 foot = 304.8 mm. 

a. Linear interpolation is permitted. 

b. When a braced wall line has a parallel braced wall line on both sides, the larger adjustment factor shall be used. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-25 





WALL CONSTRUCTION 


TABLE R602.10.2 

INTERMITTENT BRACING METHODS 


METHOD 


MATERIAL 


MINIMUM THICKNESS 


FIGURE 


CONNECTION CRITERIA 


LIB 


Let-in-bracing 


1 X 4 wood or approved metal 
straps at 45° to 60° angles for 
maximum 16" stud spacing 







I 

.ii 



.A 

w. 

J 


Wood: 2-8d nails per stud 
including top and bottom plate 
metal: per manufacturer 


DWB 


Diagonal wood boards 


V/' (1" nominal) 
for maximum 24” stud spacing 



2-8d (2V2 "x 0.113") nails 
or 2 staples, iV/ per stud 


WSP 


Wood structural panel 
(see Section R604) 




For exterior sheathing 
see Table R602.3(3) 
For interior sheathing 
see Table R602.3(l) 


SFB 


Structural 

fiberboard sheathing 


or ^^ 1^2 for maximum 16" 
stud spacing 


1 'I 2 galvanized roofing nails or 
8d common (2'/2"x 0.131) nails 
at 3" spacing (panel edges) at 6" 
spacing (intermediate supports) 


GB 


Gypsum board 


Nails or screws at 7" spacing at 
panel edges including top and 
bottom plates; for all braced wall 
panel locations for exterior 
sheathing nail or screw size, see 
Table R602.3(l); for interior 
gypsum board nail or screw size, 
see Table R702.3.5 


PBS 


Particleboard sheathing 
(see Section R605) 


^/g" or 'I 2 for maximum 16" 
stud spacing 


1 V 2 " galvanized roofing nails or 
8d common x 0. 1 3 1 ) nails 
at 3" spacing (panel edges) at 6 
spacing (intermediate supports) 


PCP 


Portland cement 
plaster 


See Section R703.6 
For maximum 1 6" stud spacing 


1 1 1 gage, ’/is" head nails at 
6" spacing or 
’/g", 16 gage staples at 6" 
spacing 


HPS 


Hardboard panel 
siding 




For maximum 16" stud spacing 


0.092" dia., 0.225" head nails 
with length to accommodate 
1 'I 2 penetration into studs at 4" 
spaeing (panel edges), at 8" 
spacing (intermediate supports) 


ABW 


Alternate braced 
wall 


See Section R602. 10.3.2 




See Section R602. 10.3.2 




PFH 


Intermittent portal 
frame 


See Section R602. 10.3.3 






See Section R602. 10.3.3 


PFG 


Intermittent portal frame 
at garage 


See Section R602. 10.3.4 



See Section R602. 10.3.4 


6-26 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 


TABLE R602.10.3 

EFFECTIVE LENGTHS FOR BRACED WALL PANELS LESS THAN 48 INCHES IN ACTUAL LENGTH 
(BRACE METHODS DWB, WSP, SFB, PBS, PCP AND HPS°) 


ACTUAL LENGTH OF BRACED WALL PANEL 
(inches) 

EFFECTIVE LENGTH OF BRACED WALL PANEL 
(inches) 

8-foot Wall Height 

9-foot Wall Height 

10-foot Wall Height 

48 

48 

48 

48 

42 

36 

36 

N/A 

36 

27 

N/A 

N/A 


For SI: 1 inch = 25.4 mm, I foot = 304.8 mm. 
a. Interpolation shall be permitted. 


TABLE R602.1 0.3.1 

MINIMUM LENGTH REQUIREMENTS FOR BRACED WALL PANELS 


SEISMIC DESIGN 
CATEGORY AND 

WIND SPEED 

BRACING 

METHOD 

HEIGHT OF BRACED WALL PANEL 

8ft 

9ft 

10ft 

11 ft 

12ft 

SDC A, B, C, D| and Dj 

Wind speed <110 mph 

DWB, WSP, SFB, PBS, PCP, HPS and 
Method GB when double sided 

4' - 0" 

4' - 0" 

4' - 0" 

4' - 5" 

4' - 10" 

Method GB, single sided 

8' - 0" 

8' - 0" 

8' - 0" 

8'- 10" 

9' - 8" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 


TABLE R602.1 0.3.2 

MINIMUM LENGTH REQUIREMENTS AND HOLD-DOWN FORCES FOR METHOD ABW BRACED WALL PANELS 


SEISMIC DESIGN 
CATEGORY AND WIND 
SPEED 


HEIGHT OF BRACED WALL PANEL 

Oft 

9ft 

10ft 

11 ft 

12ft 

SDC A, B and C 

Wind speed <110 mph 

Minimum sheathed length 

2' - 4" 

2' - 8" 


3' - 2" 

3' - 6" 

R602. 10.3.2, item 1 hold-down force (lb) 





2200 

R602. 10.3.2, item 2 hold-down force (lb) 



3000 

3300 

3600 

SDC D, and D^ 

Wind speed <110 mph 

Minimum sheathed length 

2' - 8" 

2' - 8" 

2' - 10" 

NP 

NP“ 

R602. 10.3.2, item 1 hold-down force (lb) 

1800 

1800 

1800 

NP 

Npa 

R602. 10.3.2, item 2 hold-down force (lb) 

3000 

3000 

3000 

NP“ 

Npa 


For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound = 4.448 N. 
a. NP = Not Permitted. Maximum height of 10 feet. 


R602.10.3.3 Method PFH: Portal frame with hold- 
downs. Method PFH braced wall panels constructed in 
accordance with one of the following provisions are also 
permitted to replace each 4 feet (1219 mm) of braced wall 
panel as required by Section R602. 10.3 for use adjacent to 
a window or door opening with a full-length header: 

1. Each panel shall be fabricated in accordance with 
Figure R602. 10.3.3. The wood structural panel 
sheathing shall extend up over the solid sawn or 
glued-laminated header and shall be nailed in accor- 
dance with Figure R602. 10.3.3. A spacer, if used 
with a built-up header, shall be placed on the side of 
the built-up beam opposite the wood structural panel 
sheathing. The header shall extend between the 
inside faces of the first full-length outer studs of each 
panel. One anchor bolt not less than Vg-inch-diameter 
(16 mm) and installed in accordance with Section 
R403.1.6 shall be provided in the center of each sill 
plate. The hold-down devices shall be an embed- 
ded-strap type, installed in accordance with the man- 
ufacturer’s recommendations. The panels shall be 


supported directly on a foundation which is continu- 
ous across the entire length of the braced wall Une. 
The foundation shall be reinforced as shown on Fig- 
ure R602. 10.3.2. This reinforcement shall be lapped 
not less than 15 inches (381 mm) with the reinforce- 
ment required in the continuous foundation located 
directly under the braced wall line. 

2. In the first story of two-story buildings, each wall 
panel shall be braced in accordance with item 1 
above, except that each panel shall have a length of 
not less than 24 inches (610 nun) as shown in Fig- 
ure R602. 10.3.3. 

3. When the brace wall panels indicated in Items 1 
and 2 above are located in the middle of a wall line 
or at a comer not adjacent to a door the wall lengths 
shall not be less than 16 inches (406 mm) and a 
height not more than 10 feet (3048 mm). The walls 
shall have tie-down devices with 4,200 pounds 
uplift capacity located at the extreme ends of the 
panels as shown in Figure R602. 10.6.3.3(1). 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-27 













WALL CONSTRUCTION 


PANEL LENGTH PER TABLE R602.10.3.2 


V 


O 

LU 

O 


MON. VTHICK WOOD STRUCTURAL 
PANEL SHEATHING ON ONE FACE 

MINIMUM 2x4 
FRAMING, MINIMUM 
DOUBLE STUDS 
REQUIRED 

STUDS UNDER HEADER AS 
REQUIRED 

HOLD-DOWN OR STRAP-TYPE 
ANCHOR PER TABLE 
R602.10.3.2. (BOTH SHOWN FOR 
CLARITY.) STRAP-STYLE 
ANCHORS SHALL BE PERMITTED 
TO BE ATTACHED OVER THE | 

WOOD STRUCTURAL PANEL I 



For SI: 1 inch = 25.4 mm. 


FOR PANEL SPLICE (IF NEEDED) 
ADJOINING PANEL EDGES SHALL 
MEET OVER AND BE FASTENED TO 
COMMON FRAMING 


8D COMMON OR GALV. BOX 
NAILS @ 6"O.C. AT PANEL EDGES. 

FOR SINGLE STORY AND AT 4 " O.C. . 

PANEL EDGES FOR THE FIRST OF 2 
STORIES. 

8D COMMON OR GALV. BOX 
NAILS @ 12^0.0. AT 
INTERIOR SUPPORTS 

(2) %" DIAMETER ANCHOR BOLTS 
PER FIGURE R403.1.1, LOCATED 
BETWEEN 6 AND 12 INCHES OF 
EACH END OF THE SEGMENT 

MINIMUM REINFORCING OF 

FOUNDATION, ONE #4 BAR TOP AND 
BOTTOM OF FOOTING REINFORCING 
SHALL BE LAPPED 15 INCHES 

MINIMUM FOOTING SIZE UNDER 
OPENING IS 12"x12''.ATURNED-DOWN 
SLAB SHALL BE PERMITTED AT DOOR 
OPENINGS. REINFORCING SHALL 
BE AS SHOWN ABOVE. 


FIGURE R602.1 0.3.2 
ALTERNATE BRACED WALL PANEL 



EXTENT OF HEADER 

• DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS) • 
EXTENT OF HEADER 

SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) ► 


MIN. 3" X 11.25" NET HEADER 


•6' T018'- 


FASTEN TOP PLATE TO HEADER WITH TWO 
ROWS OF 16D SINKER NAILS AT 3" O.C. TYP. 


1000 LB STRAP OPPOSITE SHEATHING 


1000 LB^ 
STRAP 


FASTEN SHEATHING TO HEADER WITH 8D COMMON OR 
GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN AND 
3" O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. 

SEE NOTE “a" BELOW 


MIN. 2x4 FRAMING 


3/8" MIN. THICKNESS WOOD 
STRUCTURAL PANEL SHEATHING 


MIN. 
DOUBLE 
2x4 POST 


SEE NOTE -b" BELOW 


SEE SECTION R602.10.3.3 




TYPICAL PORTAL - 
FRAME 
CONSTRUCTION 


FOR A PANEL SPLICE’ 
(IF NEEDED). PANEL 
EDGES SHALL BE 
BLOCKED. AND OCCUR 
WITHIN 24= OF MID- 
HEIGHT. ONE ROW OF 
TYP. SHEATHING-TO- 
FRAMING NAILING IS 
REQUIRED. 
IF 2x4 BLOCKING IS 
USED. THE 2x4'S MUST 
BE NAILED TOGETHER 
W1TH3 16D SINKERS 


'MIN. 1000 LB 
TIE DOWN 
DEVICE 



For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N. 

a. Min. width -20 inches foraone-story structure with 10-foot plate height, 18 inches for a one-story structure with 9-foot plate height and 16 inches for a one-story 
structure with 8-foot plate height. Min. width -30 inches for use in the first story of a two-story structure with a 10-foot plate height, 26 inches for use in the first 
story of a two-story structure with a 9-foot plate height and 24 inches for use in the first story of a two-story structure with a 8-foot plate height. 

b. Min. 3500 lb tie-down device (embedded into concrete and nailed into framing). 

FIGURE R602.10.3.3 

METHOD PFH: PORTAL FRAME WITH HOLD-DOWNS 


6-28 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


WALL CONSTRUCTION 



PORTAL FRAME WITH HOLD-DOWNS AT CORNER CONDITION 



PORTAL FRAME WITH HOLD-DOWNS AT INTERIOR CONDITION 


FIGURE R602.10.3.3(1) 

METHOD PFH: PORTAL FRAME WITH HOLD-DOWNS ADJACENT TO WINDOW OPENING 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-29 




WALL CONSTRUCTION 


R602.10.3.4 Method PFG: at garage door openings in 
Seismic Design Categories A, B and C. Where support- 
ing a roof or one story and a roof, alternate braced wall 
panels constructed in accordance with the following pro- 
visions are permitted on either side of garage door open- 
ings. For the purpose of calculating wall bracing 
amounts to satisfy the minimum requirements of Table 
R602. 10.1. 2(1), the length of the alternate braced wall 
panel shall be multiplied by a factor of 1.5. 

1 . Braced wall panel length shall be a minimum of 24 
inches (610 mm) and braced wall panel height 
shall be a maximum of 10 feet (3048 mm). 

2. Braced wall panel shall be sheathed on one face with 
a single layer of ’/,j-inch-minimum (11 mm) thick- 
ness wood structural panel sheathing attached to 
framing with 8d common nails at 3 inches (76 mm) 
on center in accordance with Figure R602. 10.3.4. 

3 . The wood structural panel sheathing shall extend up 
over the solid sawn or glued-laminated header and 
shall be nailed to the header at 3 inches (76 mm) on 
center grid in accordance with Figure R602. 10.3.4. 

4. The header shall consist of a minimum of two solid 
sawn 2x 1 2s (5 1 by 305 mm) or a 3 inches x 1 1 .25 
inch (76 by 286 mm) glued-laminated header. The 
header shall extend between the inside faces of the 
first full-length outer studs of each panel in accor- 


dance with Figure R602. 10.3.4. The clear span of 
the header between the inner studs of each panel 
shall be not less than 6 feet (1829 mm) and not 
more than 18 feet (5486 mm) in length. 

5. A strap with an uplift capacity of not less than 
1,000 pounds (4448 N) shall fasten the header to 
the side of the inner studs opposite the sheathing 
face. Where building is located in Wind Exposure 
Categories C or D, the strap uplift capacity shall be 
in accordance with Table R602. 10.4. 1.1. 

6. A minimum of two bolts not less than ‘^-inch (12.7 
mm) diameter shall be installed in accordance with 
Section R403.1.6. A V| 5 -inch by 272-inch (4.8 by 63 
by 63 mm) by 2 V 2 -inch steel plate washer is installed 
between the bottom plate and the nut of each bolt. 

7. Braced wall panel shall be installed directly on a 
foundation. 

8. Where an alternate braced wall panel is located 
only on one side of the garage opening, the header 
shall be connected to a supporting jack stud on the 
opposite side of the garage opening with a metal 
strap with an uplift capacity of not less than 1,000 
pounds. Where that supporting Jack stud is not part 
of a braced wall panel assembly, another 1,000 
pounds (4448 N) strap shall be installed to attach 
the supporting jack stud to the foundation. 




For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4,448 N. 

FIGURE R602.1 0.3.4 

METHOD PFG PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C 


6-30 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


R602.10.4 Continuous sheathing. Braced wall lines with 
continuous sheathing shall be constructed in accordance 
with this section. All braced wall lines along exterior walls 
on the same story shall be continuously sheathed. 

Exception: Within Seismic Design Categories A, B 
and C or in regions where the basic wind speed is less 
than or equal to 100 mph (45 m/s), other bracing meth- 
ods prescribed by this code shall be permitted on other 
braced wall lines on the same story level or on any 
braced wall line on different story levels of the build- 
ing. 

R602.10.4.1 Continuous sheathing braced wall pan- 
els. Continuous sheathing methods require structural 
panel sheathing to be used on all sheathable surfaces on 
one side of a braced wall line including areas above and 
below openings and gable end walls. Braced wall panels 
shall be constructed in accordance with one of the meth- 
ods listed in Table R602.10.4.1. Different bracing meth- 
ods, other than those listed in Table R602. 10.4.1, shall 
not be permitted along a braced wall line with continu- 
ous sheathing. 

R602.10.4.1.1 Continuous portal frame. Continu- 
ous portal frame braced wall panels shall be con- 
structed in accordance with Figure R602. 10.4.1.1. 
The number of continuous portal frame panels in a 
single braced wall line shall not exceed four. For 
purposes of resisting wind pressures acting perpen- 


dicular to the wall, the requirements of Figure 
R602. 10.4. 1 . 1 and Table R602. 10.4. 1 . 1 shall be met. 
There shall be a maximum of two braced wall seg- 
ments per header and header length shall not exceed 
22 feet (6706 mm). Tension straps shall be installed 
in accordance with the manufacturer’s recommenda- 
tions. 

R602.10.4.2 Length of braced wall panels with con- 
tinuous sheathing. Braced wall panels along a braced 
wall line with continuous sheathing shall be full-height 
with a length based on the adjacent clear opening height 
in accordance with Table R602. 10.4.2 and Figure 
R602. 10.4.2. Within a braced wall line when a panel has 
an opening on either side of differing heights, the taller 
opening height shall be used to determine the panel 
length from Table R602. 10.4.2. For Method CS-PF, wall 
height shall be measured from the top of the header to the 
bottom of the bottom plate as shown in Figure 
R602. 10.4. 1.1. 

R602. 10.4.3 Length of bracing for continuous sheath- 
ing. Braced wall lines with continuous sheathing shall be 
provided with braced wall panels in the length required 
in Tables R602.10.1 .2(1) and R602.10.1.2(2). Only 
those full-height braced wall panels complying with the 
length requirements of Table R602. 10.4.2 shall be per- 
mitted to contribute to the minimum required length of 
bracing. 


TABLE R602.1 0.4.1 

CONTINUOUS SHEATHING METHODS 



For SI: 1 inch = 25.4 mm, 1 pound per square foot = 47.89 Fh. 

a. Applies to one wall of a garage only. 

b. Roof covering dead loads shall be 3 psf or less. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-31 





WALL CONSTRUCTION 


For SI: 


OUTSIDE ELEVATION 


SIDE ELEVATION 





1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N. 

FIGURE R602.1 0.4.1. 1 

METHOD CS-PF: CONTINUOUS PORTAL FRAME PANEL CONSTRUCTION 


6-32 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


TABLE R602.10.4.1.1 

TENSION STRAP CAPACITY REQUIRED FOR RESISTING WIND PRESSURES 
PERPENDICULAR TO 6:1 ASPECT RATIO WALLS" ^ 






BASIC WIND SPEED (mph) 

MINIMUM WALL 
STUD FRAMING 
NOMINAL SIZE 
AND GRADE 


MAXIMUM 
TOTAL WALL 
HEIGHT 
(feet) 

MAXIMUM 

OPENING 

WIDTH 

(feet) 

85 

90 

100 

85 

90 

100 

MAXIMUM 
PONY WALL 
HEIGHT (feet) 

Exposure B 

Exposure C 

Tension strap capacity required (Ibf)"'*’ 


0 

10 

18 

1000 

1000 

1000 

1000 

1000 

1000 




9 

1000 

1000 

1000 

1000 

1000 

1275 


1 

10 

16 

1000 

1000 

1750 

1800 

2325 

3500 




18 

1000 

1200 

2100 

2175 

2725 

DR 




9 

1000 

1000 

1025 

1075 

1550 

2500 

2x4 

2 

10 

16 

1525 

2025 

3125 

3200 

3900 

DR 

No. 2 Grade 



18 

1875 

2400 

3575 

3700 

DR 

DR 




9 

1000 

1200 

2075 

2125 

2750 

4000 


2 

12 

16 

2600 

3200 

DR 

DR 

DR 

DR 




18 

3175 

3850 

DR 

DR 

DR 

DR 



12 

9 

1775 

2350 

3500 

3550 

DR 

DR 


4 

16 

4175 

DR 

DR 

DR 

DR 

DR 




9 

1000 

1000 

1325 

1375 

1750 

2550 


2 

12 

16 

1650 

2050 

2925 

3000 

3550 

DR 

2x6 



18 

2025 

2450 

3425 

3500 

4100 

DR 

Stud Grade 



9 

1125 

1500 

2225 

2275 

2775 

3800 


4 

12 

16 

2650 

3150 

DR 

DR 

DR 

DR 




18 

3125 

3675 

DR 

DR 

DR 

DR 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N. 

a. DR = design required. 

b. Strap shall be installed in accordance with manufacturer’s recommendations. 



PANEL 

LENGTH 


PANEL 

LENGTH 


PANEL 

LENGTH 


FIGURE R602.1 0.4.2 

BRACED WALL PANELS WITH CONTINUOUS SHEATHING 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-33 







WALL CONSTRUCTION 



TABLE R602.1 0.4.2 

LENGTH REQUIREMENTS FOR BRACED WALL PANELS WITH CONTINUOUS SHEATHING° (Inches) 



ADJACENT CLEAR 

WALL HEIGHT (feet) 

METHOD 

OPENING HEIGHT 
(inches) 

8 

9 

10 

11 

12 


64 

24 

27 

30 

33 

36 


68 

26 

27 

30 

— 

— 


72 

28 

27 

30 

— 

— 


76 

29 

30 

30 

— 

— 


80 

31 

33 

30 

— 

— 


84 

35 

36 

33 

— 

— 


88 

39 

39 

36 

— 

— 


92 

44 

42 

39 

— 

— 

CS-WSP 

96 

48 

45 

42 

— 

— 

100 

— 

48 

45 


— 


104 

— 

51 

48 

— 

— 


108 

— 

54 

51 

— 

— 


112 

— 


54 

44 

— 


116 

— 


57 

— 

— 


120 

— 

— 

60 

— 

— 


122 

— 

— 

— 

— 

48 


132 

— 

— 

— 

66 

— 


144 

— 

— 

— 

— 

75 

CS-G 

< 120 

24 

27 

30 

— 

— 

CS-PF 

< 120 

16 

18 

20 

— 

— 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 
a. Interpolation shall be permitted. 




6-34 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 



R602.10.4.4 Continuously sheathed braced wail panel 
location and comer construction. For all continuous 
sheathing methods, full-height braced wall panels com- 
plying with the length requirements of Table R602. 10.4.2 
shall be located at each end of a braced wall line with con- 
tinuous sheathing and at least every 25 feet (7620 mm) on 
center. A minimum 24 inch (610 mm) wood structural 
panel comer return shall be provided at both ends of a 
braced wall line with continuous sheathing in accordance 
with Figures R602.10.4.4(l) and R602. 10.4.4(2). In lieu 
of the comer return, a hold-down device with a minimum 
uplift design value of 800 pounds (3560 N) shall be fas- 
tened to the comer stud and to the foundation or framing 
below in accordance with Figure R602. 10.4.4(3). 

Exception: The first braced wall panel shall be permitted 
to begin 12.5 feet (3810 mm) from each end of the braced 
wall line in Seismic Design Categories A, B and C and 8 
feet (2438 mm) in Seismic Design Categories D, and Dj 
provided one of the following is satisfied: 

1. A minimum 24 inch (610 mm) long, full-height 
wood stmctural panel is provided at both sides 
of a comer constmcted in accordance with Fig- 
ure R602. 10.4.4(1) at the braced wall line ends 
in accordance with Figure R602. 10.4.4(4), or 

2. The braced wall panel closest to the comer shall 
have a hold-down device with a minimum uplift 
design value of 800 pounds (3560 N) fastened to 
the stud at the edge of the braced wall panel clos- 
est to the comer and to the foundation or framing 
below in accordance with Figure R602. 10.4.4(5). 

R602.10.5 Continuously-sheathed braced wall line 
using Method CS-SFB (structural fiberboard sheath- 
ing). Continuously sheathed braced wall lines using stmc- 
tural fiberboard sheathing shall comply with this section. 
Different bracing methods shall not be permitted within a 
continuously sheathed braced wall line. Other bracing 
methods prescribed by this code shall be permitted on other 
braced wall lines on the same story level or on different 
story levels of the building. 

R602.10.5.1 Continuously sheathed braced wall line 
requirements. Continuously-sheathed braced wall lines 
shall be in accordance with Figure R602. 10.4.2 and shall 
comply with all of the following requirements: 

1 . Stmctural fiberboard sheathing shall be applied to 
all exterior sheathable surfaces of a braced wall 
line including areas above and below openings. 

2. Only full-height or blocked braced wall panels 
shall be used for calculating the braced wall length 
in accordance with Tables R602. 10. 1.2(1) and 
R602. 10. 1.2(2). 

R602.10.5.2 Braced wall panel length. In a continu- 
ously-sheathed stmctural fiberboard braced wall line, 
the minimum braced wall panel length shall be in accor- 
dance with Table R602. 10.5.2. 

R602.10.5.3 Braced wall panel location and corner 
construction. A braced wall panel shall be located at 
each end of a continuously-sheathed braced wall line. A 


minimum 32-inch (813 mm) structural fiberboard 
sheathing panel comer return shall be provided at both 
ends of a continuously-sheathed braced wall line in 
accordance with Figure R602. 10.4.4(1) In lieu of the 
comer return, a hold-down device with a minimum uplift 
design value of 800 pounds (3560 N) shall be fastened to 
the comer stud and to the foundation or framing below in 
accordance with Figure R602. 10.4.4(3). 

Exception: The first braced wall panel shall be permit- 
ted to begin 12 feet 6 inches (3810 mm) from each end 
of the braced wall line in Seismic Design Categories A, 
B and C provided one of the following is satisfied: 

1. A minimum 32-inch-long (813 mm), full-height 
stmctural fiberboard sheathing panel is pro- 
vided at both sides of a comer constmcted in 
accordance with Figure R602. 10.4.4(1) at the 
braced wall line ends in accordance with Figure 
R602. 10.4.4(4), or 

2. The braced wall panel closest to the comer shall 
have a hold-down device with a minimum upUft 
design value of 800 pounds (3560 N) fastened to 
the stud at the edge of the braced wall panel clos- 
est to the comer and to the foundation or framing 
below in accordance with Figure R602. 10.4.4(5). 

R602.10.5.4 Continuously sheathed braced wall lines. 

Where a continuously-sheathed braced wall line is used 
in Seismic Design Categories D, and Dj or regions where 
the basic wind speed exceeds 100 miles per hour (45 
m/s), the braced wall line shall be designed in accor- 
dance with accepted engineering practice and the provi- 
sions of the Building Code. Also, all other exterior 
braced wall lines in the same story shall be continuously 
sheathed. 

R602.10.6 Braced wall panel connections. Braced wall 
panels shall be connected to floor framing or foundations as 
follows: 

1 . Where joists are perpendicular to a braced wall panel 
above or below, a rim joist, band joist or blocking 
shall be provided along the entire length of the braced 
wall panel in accordance with Figure R602. 10.6(1). 
Fastening of top and bottom wall plates to framing, 
rim joist, band joist and/or blocking shall be in accor- 
dance with Table R602.3(l). 

2. Where joists are parallel to a braced wall panel above 
or below, a rim joist, end joist or other parallel fram- 
ing member shall be provided directly above and 
below the braced wall panel in accordance with Fig- 
ure R602. 10.6(2). Where a parallel framing member 
is not located directly above and below the panel, 
full-depth blocking at 16 inch (406 mm) spacing shall 
be provided between the parallel framing members to 
each side of the braced wall panel in accordance with 
Figure R602. 10.6(2). Fastening of blocking and wall 
plates shall be in accordance with Table R602.3(l) 
and Figure R602. 10.6(2). 

3. Connections of braced wall panels to concrete or 
masonry shall be in accordance with Section R403. 1 .6. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-35 



WALL CONSTRUCTION 


MINIMUM 24 IN. WOOD 
STRUCTURAL PANEL OR 32 IN. 
STRUCTURAL FIBERBOARD 
SHEATHING CORNER RETURN 


16DNAIL(3y2"x 0.131") 
AT12IN. O.C. \ 


OPTIONAL NONSTRUCTURAL- 
FILLER PANEL 



• SEE TABLE R602.3(1) FOR FASTENING 


ORIENTATION OF STUD MAY VARY SEE FIGURE R602.3(2) 


GYPSUM WALLBOARD AS REQUIRED AND INSTALLED IN 
ACCORDANCE WITH CHAPTER 7 


SEE TABLE R602.3(1) 
FOR FASTENING 


N CONTINUOUS WOOD 
SEE TABLE R602.3(1) STRUCTURAL PANEL 
FOR FASTENING 


BRACED WALL LINE 


(a) OUTSIDE CORNER DETAIL 


ORIENTATION OF STUDS MAY VARY. 
SEE FIGURE R602.3(2) 1 


16DNAIL(3’/2"x 0.131") 
AT 12 IN O.C. 

GYPSUM WALLBOARD AS 
REQUIRED AND INSTALLED 
IN ACCORDANCE WITH 
CHAPTER 7 

MINIMUM 24 IN. WOOD 
STRUCTURAL PANEL SHEATHING 
OR 32 IN. STRUCTURAL 
FIBERBOARD CORNER RETURN 


CONTINUOUS WOOD 
STRUCTURAL PANEL OR 
STRUCTURAL FIBERBOARD 
BRACED WALL LINE 


SEE TABLE R602.3(1) FOR FASTENING 



SEE TABLE R602.3(1) FOR FASTENING 


(b) INSIDE CORNER DETAIL 


CONTINUOUS WOOD STRUCTURAL 
PANEL OR STRUCTURAL FIBER- 
BOARD BRACED WALL LINE 



GYPSUM WALLBOARD AS 
REQUIRED AND INSTALLED 
IN ACCORDANCE WITH 
CHAPTER 7 


16DNAIL(3'/2"x 0.131") 
2 ROWS AT 24 IN. O.C. 


OPTIONAL BLOCKING FOR GYPSUM - 
WALLBOARD 


SEE TABLE R602.3(1) 
FOR FASTENING 


MINIMUM 24 IN. WOOD STRUCTURAL 
PANEL SHEATHING OR 32 IN. 
STRUCTURAL FIBERBOARD 
SHEATHING (BOTH EDGES 
AT CORNERS) 


SEE TABLE R 602.3(1) 
FOR FASTENING 


OPTIONAL NONSTRUCTURAL 
FILLER PANEL 


FASTENERS ON BOTH STUDS 
AT EACH PANEL EDGE 


(c) GARAGE DOOR CORNER 


For SI: 1 inch = 25.4 mm, I foot = 305 mm. 


FIGURE R602.10.4.4(1) 

TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS SHEATHING 


6-36 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 


For SI; 


For SI: 



PER SECTION R602.10.4.2 OR R602.10.5 
AT BOTH ENDS OF BRACED WALL LINE 
(ALL OTHER FRAMED PORTIONS OF 
WALL ALSO SHEATHED) 


1 foot = 304.8 mm. 


FIGURE R602.10.4.4(2) 

BRACED WALL LINE WITH CONTINUOUS SHEATHING WITH CORNER RETURN PANEL 



PER SECTION R602.10.4.2 or R602.10.5 
AT BOTH ENDS OF BRACED WALL LINE 
(ALL OTHER FRAMED PORTIONS OF 
WALL ALSO SHEATHED) 


1 inch = 25.4 mm, 1 pound = 4.448 N. 


FIGURE R602.10.4.4(3) 

BRACED WALL LINE WITH CONTINUOUS SHEATHING WITHOUT CORNER RETURN PANEL 


MINIMUM 2' 
RETURN CORNER 




800 LB-HOLD-DOWN 
DEVICE IN LIEU OF 
CORNER RETURN 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-37 



WALL CONSTRUCTION 



PER SECTION R602.10.4.2 
AT BOTH ENDS OF BRACED WALL LINE 
(ALL OTHER FRAMED PORTIONS OF 
WALL ALSO SHEATHED) 


For SI: 1 inch = 25.4 mm. 


FIGURE R602.10.4.4(4) 

BRACED WALL LINE WITH CONTINUOUS SHEATHING FIRST BRACED WALL PANEL 
AWAY FROM END OF WALL LINE WITHOUT TIE DOWN 



AT BOTH ENDS OF BFtACED WALL LINE 
(ALL OTHER FFJAMED PORTIONS OF 
WALL ALSO SHEATHED) 

For SI: 1 foot = 305 mm. 1 pound = 4.448 N. 


FIGURE R602.10.4.4(5) 

BRACED WALL LINE WITH CONTINUOUS SHEATHING— FIRST BRACED WALL 
PANEL AWAY FROM END OF WALL LINE WITH HOLD-DOWN 


6-38 


2011 OREGON RESIDENTIAL SPECIALTY CODE 









WALL CONSTRUCTION 


TABLE R602.10.5.2 

MINIMUM LENGTH REQUIREMENTS FOR STRUCTURAL FIBERBOARD BRACED 
WALL PANELS IN A CONTINUOUSLY-SHEATHED WALL° 


MINIMUM LENGTH OF STRUCTURAL FIBERBOARD BRACED WALL PANEL 

(inches) 

MINIMUM OPENING CLEAR HEIGHT NEXT TO THE 
STRUCTURAL FIBERBOARD BRACED WALL PANEL 
(% of wall height) 

8-foot wall 

9-foot wall 

10-foot wall 

48 

54 

60 

100 

32 

36 

40 

85 

24 

27 

30 

67 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm. 
a. Interpolation is permitted. 


R602.10.6.1 Braced wall panel connections for Seis- 
mic Design Categories D, and Dj. Braced wall panels 
shall be fastened to required foundations in accordance 
with Section R602. 11.1, and top plate lap splices shall be 
face-nailed with at least eight 16d nails on each side of 
the splice. 

R602.10.6.2 Connections to roof framing. Exterior 
'braced wall panels shall be connected to roof framing as 
follows. 

1. Parallel rafters or roof trusses shall be attached to 
the top plates of braced wall panels in accordance 
with Table R602.3(l). 

2. For SDC A, B and C and wind speeds less than 
100 miles per hour (45 m/s), where the distance 
from the top of the rafters or roof trusses and per- 
pendicular top plates is 9'/^ inches (235 mm) or 
less, the rafters or roof trusses shall be connected 
to the top plates of braced wall lines in accor- 
dance with Table R602.3(l) and blocking need 
not be installed. Where the distance from the top 
of the rafters and perpendicular top plates is 
between 9'/^ inches (235 mm) and 15 '4 inches 
(387 mm) the rafters shall be connected to the top 
plates of braced wall panels with blocking in 
accordance with Figure R602. 10.6.2(1) and 
attached in accordance with Table R602.3(l). 
Where the distance from the top of the roof 
trusses and perpendicular top plates is between 
974 inches (235 mm) and I 5 V 4 inches (387 mm) 
the roof trusses shall be connected to the top 
plates of braced wall panels with blocking in 
accordance with Table R602.3(l). 

3. For SDC D, and Dj or wind speeds of 100 miles 
per hour (45 m/s) or greater, where the distance 
between the top of rafters or roof trusses and per- 
pendicular top plates is 15 74 inches (387 mm) or 
less, rafters or roof trusses shall be connected to the 
top plates of braced wall panels with blocking in 
accordance with Figure R602. 10.6.2(1) and 
attached in accordance with Table R602.3(l). 

4. For all seismic design categories and wind speeds, 
where the distance between the top of rafters or 
roof trusses and perpendicular top plates exceeds 


1574 inches (387 mm), perpendicular rafters or 
roof trusses shall be connected to the top plates of 
braced wall panels in accordance with one of the 
following methods: 

4.1. In accordance with Figure R602. 10.6.2(2), 

4.2. In accordance with Figure R602. 10.6.2(3), 

4.3. With full height engineered blocking panels 
designed for values listed in American For- 
est and Paper Association (AF&PA) Wood 
Frame Construction Manual for One- and 
Two-Family Dwellings (WFCM). Both the 
roof and floor sheathing shall be attached to 
the blocking panels in accordance with 
Table R602.3(l). 

4.4. Designed in accordance with accepted 
engineering methods. 

Lateral support for the rafters and ceiling joists shall 
be provided in accordance with Section R802.8. Lateral 
support for trusses shall be provided in accordance with 
Section R802.10.3. Ventilation shall be provided in 
accordance with Section R806. 1 . 

R602.10.7 Braced wall panel support. Braced wall panel 
support shall be provided as follows: 

1. Cantilevered floor joists, supporting braced wall 
lines, shall comply with Section R502.3.3. Solid 
blocking shall be provided at the nearest bearing wall 
location. In Seismic Design Categories A, B and C, 
where the cantilever is not more than 24 inches (610 
mm), a full height rim joist instead of solid blocking 
shall be provided. 

2. Elevated post or pier foundations supporting braced 
wall panels shall be designed in accordance with 
accepted engineering practice. 

3. Masonry stem walls with a length of 48 inches (1220 
mm) or less supporting braced wall panels shall be 
reinforced in accordance with Figure R602.10.7. 
Masonry stem walls with a length greater than 48 
inches (1220 mm) supporting braced wall panels 
shall be constructed in accordance with Section 
R403 . 1 Braced wall panels constructed in accordance 
with Sections R602. 10.3.2 and R602. 10.3.3 shall not 
be attached to masonry stem walls. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-39 



WALL CONSTRUCTION 



For SI: 1 inch = 25.4 mm. 


FIGURE R602.1 0.6(1) 

BRACED WALL PANEL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING 



For SI: 1 inch = 25.4 mm. 

FIGURE R602.10.6(2) 

BRACED WALL PANEL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING 


6-40 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



2" MAX 
OPEN 


WALL CONSTRUCTION 




For SI: 1 inch = 25.4 mm. 

FIGURE R602.10.6.2(1) 

BRACED WALL PANEL CONNECTION 
TO PERPENDICULAR RAFTERS 

FIGURE R602.10.6.2(2) 

BRACED WALL PANEL CONNECTION OPTION TO 
PERPENDICULAR RAFTERS OR ROOF TRUSSES 


a. METHODS OF BFtACING SHALL BE AS DESCRIBED IN SECTION R602.10.2 
METHOD DWB, WSP, SFB, GB, PBS, PCP OR HPS 

For SI: 1 inch = 25.4 mm. 




SECTION 


ELEVATION 


FIGURE R602.10.6.2(3) 

BRACED WALL PANEL CONNECTION OPTION TO PERPENDICULAR RAFTERS OR ROOF TRUSSES 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-41 





WALL CONSTRUCTION 


R602.10.7.1 Braced wall panel support for Seismic 
Design Category Dj. In one-story buildings located in 
Seismic Design Category Dj, braced wall panels shall be 
supported on continuous foundations at intervals not 
exceeding 50 feet (15 240 mm). In two-story buildings 
located in Seismic Design Category Dj, all braced wall 
panels shall be supported on continuous foundations. 

Exception: Two-story buildings shall be permitted to 
have interior braced wall panels supported on contin- 
uous foundations at intervals not exceeding 50 feet 
(15 240 mm) provided that: 

1 . The height of cripple walls does not exceed 4 
feet (1219 mm). 

2. First-floor braced wall panels are supported on 
doubled floor joists, continuous blocking or 
floor beams. 

3. The distance between bracing lines does not 
exceed twice the building width measured par- 
allel to the braced wall line. 



R602.10.8 Panel joints. All vertical joints of panel sheath- 
ing shall occur over, and be fastened to common studs. Hori- 
zontal joints in braced wall panels shall occur over, and be 
fastened to common blocking of a minimum I'/j inch (38 
mm) thickness. 

Exceptions: 

1 . Blocking at horizontal joints shall not be required 
in wall segments that are not counted as braced 
wall panels. 

2. Where the bracing length provided is at least twice 
the minimum length required by Tables 
R602.10.1.2(l) and R602. 10. 1.2(2) blocking at 
horizontal joints shall not be required in braced 
wall panels constructed using Methods WSP, 
SFB, GB, PBS or HPS. 

3. When Method GB panels are installed horizon- 
tally, blocking of horizontal joints is not required. 




OPTIONAL STEM WALL REINFORCEMENT 



NOTE: GROUT BOND BEAMS AND ALL CELLS WHICH CONTAIN 
REBAR, THREADED RODS AND ANCHOR BOLTS. 


For SI: 1 inch = 25.4 mm. 


FIGURE R602.10.7 

MASONRY STEM WALLS SUPPORTING BRACED WALL PANELS 


6-42 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


WALL CONSTRUCTION 


R602.10.9 Cripple wall bracing. In Seismic Design Cate- 
gories other than Dj, cripple walls shall be braced with a 
length and type of bracing as required for the wall above in 
accordance with Tables R602. 10. 1 .2( 1 ) and R602. 1 0. 1 .2(2) 
with the following modifications for cripple wall bracing: 

1. The length of bracing as determined from Tables 
R602.10.1.2(l) and R602. 10. 1.2(2) shall be multi- 
plied by a factor of 1.15, and 

2. The wall panel spacing shall be decreased to 18 feet 
(5486 mm) instead of 25 feet (7620 mm). 

R602.10.9.1 Cripple wall bracing in Seismic Design 
Categories D, and Dj. In addition to the requirements of 
Section R602.10.9, where braced wall lines at interior 
walls occur without a continuous foundation below, the 
length of parallel exterior cripple wall bracing shall be 
I'/j times the length required by Tables R602. 10. 1.2(1) 
and R602. 10. 1.2(2). Where cripple walls braced using 
Method WSP of Section R602.10.2 cannot provide this 
additional length, the capacity of the sheathing shall be 
increased by reducing the spacing of fasteners along the 
perimeter of each piece of sheathing to 4 inches (102 
mm) on center. 

In Seismic Design Category Dj, cripple walls shall be 
braced in accordance with Tables R602. 10. 1.2(1) and 
R602. 10. 1.2(2). 

R602.10.9.2 Redesignation of cripple walls. In any Seis- 
mic Design Category, cripple walls shall be permitted to be 
redesignated as the first story walls for purposes of deter- 


mining wall bracing requirements. If the cripple walls are 
redesignated, the stories above the redesignated story shall 
be counted as the second and third stories, respectively. 

R602.il Wall anchorage. Braced wall line sills shall be 
anchored to concrete or masonry foundations in accordance 
with Sections R403.1.6 and R602.11.1. 

602.11.1 Wall anchorage for all buildings in Seismic 
Design Categories D, and Dj and townhouses in Seismic 
Design Category C. Plate washers, a minimum of 0.229 
inch by 3 inches by 3 inches (5.8 mm by 76 mm by 76 mm) 
in size, shall be provided between the foundation sill plate 
and the nut except where approved anchor straps are used. 
The hole in the plate washer is permitted to be diagonally 
slotted with a width of up to Vig inch (5 mm) larger than the 
bolt diameter and a slot length not to exceed P /4 inches (44 
mm), provided a standard cut washer is placed between the 
plate washer and the nut. 

R602.11.2 Stepped foundations in Seismic Design Cate- 
gories D, and Dj. In all buildings located in Seismic Design 
Categories D, or Dj, where the height of a required braced 
wall line that extends from foundation to floor above varies 
more than 4 feet (1219 mm), the braced wall line shall be 
constructed in accordance with the following: 

1 . Where the lowest floor framing rests directly on a sill 
bolted to a foundation not less than 8 feet (2440 mm) 
in length along a line of bracing, the line shall be con- 
sidered as braced. The double plate of the cripple stud 
wall beyond the segment of footing that extends to the 
lowest framed floor shall be spliced by extending the 



FT 

EACH 


2x CRIPPLE 
STUD WALL 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 

Note: Where footing Section “A” is less than 8 feet long in a 25-foot-long wall, install bracing at cripple stud wall. 

FIGURE R602.11. 2 

STEPPED FOUNDATION CONSTRUCTION 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-43 



WALL CONSTRUCTION 


upper top plate a minimum of 4 feet (1219 mm) along 
the foundation. Anchor bolts shall be located a maxi- 
mum of 1 foot and 3 feet (305 and 914 mm) from the 
step in the foundation. See Figure R602.1 1.2. 

2. Where cripple walls occur between the top of the 
foundation and the lowest floor framing, the bracing 
requirements of Sections R602.10.9 and R602.10.9. 1 
shall apply. 

3. Where only the bottom of the foundation is stepped 
and the lowest floor framing rests directly on a sill 
bolted to the foundations, the requirements of Sec- 
tions R403.1.6 and R602.11.1 shall apply. 

R602.12 Wall bracing and stone and masonry veneer. Where 
stone and masonry veneer is installed in accordance with Section 
R703.7, wall bracing shall comply with this section. 

For all buildings in Seismic Design Categories A, B and C, 
wall bracing at exterior and interior braced wall lines shall be in 
accordance with Section R602.10 and the additional require- 
ments of Table R602.12(l). 

For detached one- or two-family dwellings in Seismic 
Design Categories D, and Dj, wall bracing and hold downs at 
exterior and interior braced wall lines shall be in accordance 
with Sections R602. 10 and R602. 1 1 and the additional require- 
ments of Section R602.12.1 and Table R602.12(2). In Seismic 


Design Categories D, and Dj, cripple walls are not permitted, 
and required interior braced wall lines shall be supported on 
continuous foundations. 

R602.12.1 Seismic Design Categories D, and Dj. Wall 
bracing where stone and masonry veneer exceeds the first 
story height in Seismic Design Categories D, and Dj shall 
conform to the requirements of Sections R602.10 and 
R602.il and the following requirements. 

R602.12.1.1 Length of bracing. The length of bracing 
along each braced wall line shall be in accordance with 
Table R602.12(2). 

R602.12.1.2 Braced wall panel location. Braced wall 
panels shall begin no more than 8 feet (2440 mm) from 
each end of a braced wall line and shall be spaced a maxi- 
mum of 25 feet (7620 mm) on center. 

R602.12.1.3 Braced wall panel construction. Braced 
wall panels shall be constructed of sheathing with a thick- 
ness of not less than inch (11 mm) nailed with 8d com- 
mon nails spaced 4 inches (102 mm) on center at all panel 
edges and 12 inches (305 mm) on center at intermediate 
supports. The end of each braced wall panel shall have a 
hold down device in accordance with Table R602.12(2) 
installed at each end. Size, height and spacing of wood 
studs shall be in accordance with Table R602.3(5). 


EDGES OF 
BRACED 
WALL PANELS 
ALIGN. 
HOLD DOWNS 
ALIGN. 


SINGLE STORY 
HOLD DOWN 
FORCE 
-TOP STORY 


BRACED WALL 
PANEL 


CUMULATIVE 
HOLD DOWN 
FORCE 
-MIDDLE STORY 


BFIACED WALL 
PANEL 


CUMULATIVE 
HOLD DOWN 
FORCE 
-BOTTOM STORY 



EDGE NAIL 
SHEATHING 
TO BRACED 
WALL PANEL 
END POST 
WITH HOLD 
DOWN, 
TYPICAL. 



(a) 


(b) 


EDGES OF 
BFtACED WALL 
PANELS 
DO NOT ALIGN, 
USE (a) WHERE 
THEY ALIGN. 


BRACED WALL 
PANEL 


SINGLE STORY 
HOLD DOWN 
FORCE - TOP 
STORY 

BRACED WALL 
PANEL 


SINGLE STORY 
HOLD DOWN 
FORCE 

-MIDDLE STORY 


BRACED WALL 
PANEL 

SINGLE STORY 
HOLD DOWN 
FORCE 

-BOTTOM STORY 


(a) Braced wall panels stacked (aligned story to story). Use cumulative hold down force. 

(b) Braced wall panels not stacked. Use single story hold down force. 


FIGURE R602.12 

HOLD DOWNS AT EXTERIOR AND INTERIOR BRACED WALL PANELS 


6-44 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


WALL CONSTRUCTION 


TABLE R602.12(1) 

STONE OR MASONRY VENEER WALL BRACING REQUIREMENTS, WOOD 
OR STEEL FRAMING, SEISMIC DESIGN CATEGORIES A, B and C 


SEISMIC DESIGN CATEGORY 

NUMBER OF WOOD 
FRAMED STORIES 

WOOD FRAMED STORY 

MINIMUM SHEATHING AMOUNT 
(length of braced wall line length)° 

AorB 

1,2 or 3 

all 

Table R602. 10. 1.2(2) 

C 

1 

1 only 

Table R602.10.1.2(2) 

2 

top 

Table R602. 10. 1.2(2) 

bottom 

1.5 times length required by 

Table R602. 10. 1.2(2) 

3 

top 

Table R602. 10. 1.2(2) 

middle 

1.5 times length required by 

Table R602. 10.1.2(2) 

bottom 

1.5 times length required by 

Table R602. 10. 1.2(2) 


a. Applies to exterior and interior braced wall lines. 


TABLE R602.12(2) 

STONE OR MASONRY VENEER WALL BRACING REQUIREMENTS, 

ONE- AND TWO-FAMILY DETACHED DWELLINGS, SEISMIC DESIGN CATEGORIES D, and D; 


SEISMIC DESIGN 
CATEGORY 

NUMBER OF 
STORIES" 

STORY 

MINIMUM SHEATHING 
AMOUNT (percent of 
braced wall line length)" 

MINIMUM SHEATHING 
THICKNESS AND 
FASTENING 

SINGLE STORY HOLD 
DOWN FORCE (lb)" 

CUMULATIVE HOLD 
DOWN FORCE (lb)" 

D| 

1 

1 only 

45 

V|g-inch wood structural 
panel sheathing with 8d 
common nails spaced at 

4 inches on center at 
panel edges, 12 inches 
on center at intermediate 
supports; 8d common 
nails at 4 inches on 
center at braced wall 
panel end posts with 
hold down attached 

2100 



2 

top 

45 

2100 

— 

bottom 

45 

3700 

5800 

3 

top 

45 

2100 

— 

middle 

45 

3700 

5800 

bottom 

60 

3700 

9500 

D 2 

1 

1 only 

55 

2300 

— 

2 

top 

55 

2300 

— 

bottom 

55 

3900 

6200 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.479 klh, 1 pound-force = 4.448 N. 

a. Cripple walls are not permitted in Seismic Design Categories D, and D 2 . 

b. Applies to exterior and interior braced wall lines. 

c. Hold down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall 
framing at end of braced wall panel at the story below, or to foundation or foundation wall. Use single story hold down force where edges of braced wall panels do 
not align; a continuous load path to the foundation shall be maintained. [See Figure R602.12]. 

d. Where hold down connectors from stories above align with stories below, use cumulative hold down force to size middle and bottom story hold down connectors. 
(See Figure R602.12). 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-45 





WALL CONSTRUCTION 


R602.12.1.4 Minimum length of braced panel. Each 
braced wall panel shall be at least 48 inches (1219 mm) 
in length, covering a minimum of 3 stud spaces where 
studs are spaced 16 inches (406 mm) on center and cov- 
ering a minimum of 2 stud spaced where studs are spaced 
24 inches on center. 

R602.12.1.5 Alternate braced wall panel. Alternate 
braced wall panels described in Section R602. 10.3.2 
shall not replace the braced wall panel specification of 
this section. 

R602.12.1.6 Continuously sheathed wall bracing. 

Continuously sheathed provisions of Section R602.10.4 
shall not be used in conjunction with the wall bracing 
provisions of this section. 


SECTION R603 
STEEL WALL FRAMING 

R603.1 General. Elements shall be straight and free of any 
defects that would significantly affect structural performance. 
Cold-formed steel wall framing members shall comply with 
the requirements of this section. 

R603.1.1 Applicability limits. The provisions of this sec- 
tion shall control the constmction of exterior cold-formed 
steel wall framing and interior load-bearing cold-formed 
steel wall framing for buildings not more than 60 feet (18 
288 mm) long perpendicular to the Joist or truss span, not 
more than 40 feet (12 192 mm) wide parallel to the joist or 
truss span, and less than or equal to three stories above grade 


plane. All exterior walls installed in accordance with the 
provisions of this section shall be considered as load-bear- 
ing walls. Cold-formed steel walls constructed in accor- 
dance with the provisions of this section shall be limited to 
sites subjected to a maximum design wind speed of 110 
miles per hour (49 m/s) Exposure B or C and a maximum 
ground snow load of 70 pounds per square foot (3.35 kPa). 

R603.1.2 In-line framing. Load-bearing cold-formed steel 
studs constructed in accordance with Section R603 shall be 
located in-line with joists, trusses and rafters in accordance 
with Figure R603. 1 .2 and the tolerances specified as follows: 

1. The maximum tolerance shall be V 4 inch (19 mm) 
between the centerline of the horizontal framing mem- 
ber and the centerline of the vertical framing member. 

2. Where the centerline of the horizontal framing mem- 
ber and bearing stiffener are located to one side of the 
centerline of the vertical framing member, the maxi- 
mum tolerance shall be 7g inch (3 mm) between the 
web of the horizontal framing member and the edge 
of the vertical framing member. 

R603.2 Structural framing. Load-bearing cold-formed steel 
wall framing members shall comply with Figure R603.2(l) and 
with the dimensional and minimum thickness requirements 
specified in Tables R603.2(l) and R603.2(2). Tracks shall com- 
ply with Figure R603.2(2) and shall have a minimum flange 
width of 1 '/4 inches (32 mm). The maximum inside bend radius 
for members shall be the greater of V 32 inch (2.4 mm) minus half 
the base steel thickness or 1 .5 times the base steel thickness. 



HORIZONTAL HORIZONTAL 


C FRAMING 
MEMBER 


%"(19 mm) 
MAX.H 


I 

It 


] C 


VERTICAL 
t FRAMING 
MEMBER 


C FRAMING 
MEMBER 




-’/4"(19 mm) 
MAX. 


VERTICAL 

FRAMING 

MEMBER 



HORIZONTAL 
C FRAMING 
I MEMBER 


I 

I 


rr 

I 

r 

1 — %"(19 mm) 
MAX. 


I I 

' I 


-► 

■♦-Vs" (3mm) MAX. ; 
FROM WEB OF : 
HORIZONTAL ! 
FFtAMING 
MEMBER TO 
EDGE OF L 

VERTICAL 
FRAMING 
MEMBER 

r 

I 

VERTICAL 

FFtAMING 

MEMBER 


For SI: 1 inch = 25.4 mm, 


FIGURE R603.1.2 
IN-LINE FRAMING 


6-46 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


R603.2.1 Material. Load-bearing cold-formed steel fram- 
ing members shall be cold-formed to shape from structural 
quality sheet steel complying with the requirements of one 
of the following: 

1. ASTM A 653: Grades 33, and 50 (Class 1 and 3). 

2. ASTM A 792: Grades 33, and 50A. 

3. ASTM A 1003: Structural Grades 33 Type H, and 50 
Type H. 

R603.2.2 Identification. Load-bearing cold-formed steel 
framing members shall have a legible label, stencil, stamp or 
embossment with the following information as a minimum: 

1. Manufacturer’s identification. 

2. Minimum base steel thickness in inches (mm). 

3. Minimum coating designation. 

4. Minimum yield strength, in kips per square inch (ksi) 
(MPa). 

R603.2.3 Corrosion protection. Load-bearing cold-formed 
steel framing shall have a metallic coating complying with 
ASTM A 1003 and one of the following: 

1 . A minimu m of G 60 in accordance with ASTM A 65 3 . 

2. A minimum of AZ 50 in accordance with ASTM A 792. 

R603.2.4 Fastening requirements. Screws for steel-to-steel 
connections shall be installed with a minimum edge distance 
and center-to-center spacing of Vj inch (12.7 mm), shall be 
self-drilling tapping and shall conform to ASTM C 1513. 
Structural sheathing shall be attached to cold-formed steel 
studs with minimum No. 8 self-drilling tapping screws that 
conform to ASTM C 1513. Screws for attaching structural 
sheathing to cold-formed steel wall framing shall have a min- 


imum head diameter of 0.292 inch (7.4 mm) with counter- 
sunk heads and shall be installed with a minimum edge dis- 
tance of Vg inch (9.5 mm). Gypsum board shall be attached to 
cold-formed steel wall framing with minimum No. 6 screws 
conforming to ASTM C 954 or ASTM C 1513 with a bugle 
head style and shall be installed in accordance with Section 
R702. For all connections, screws shall extend through the 
steel a minimum of three exposed threads. All fasteners shall 
have rust inhibitive coating suitable for the installation in 
which they are being used, or be manufactured from material 
not susceptible to corrosion. 

Where No. 8 screws are specified in a steel-to-steel con- 
nection, the required number of screws in the connection is 
permitted to be reduced in accordance with the reduction 
factors in Table R603.2.4, when larger screws are used or 
when one of the sheets of steel being connected is thicker 
than 33 mils (0.84 mm). When applying the reduction fac- 
tor, the resulting number of screws shall be rounded up. 


TABLE R603.2.4 

SCREW SUBSTITUTION FACTOR 


SCREW SIZE 

THINNEST CONNECTED STEEL SHEET (mils) 

33 

43 

#8 

1.0 

0.67 

#10 

0.93 

0.62 

#12 

0.86 

0.56 


For SI: 1 mil = 0.0254 mm. 


R603.2.5 Web holes, web hole reinforcing and web hole 
patching. Web holes, web hole reinforcing and web hole 
patching shall be in accordance with this section. 


TABLE R603.2(1) 

LOAD-BEARING COLD-FORMED STEEL STUD SIZES 


MEMBER 

WEB DEPTH 

MINIMUM FLANGE WIDTH 

MAXiMUM FLANGE WiDTH 

MINIMUM LIP SIZE 

DESIGNATION” 

(inches) 

(inches) 

(inches) 

(Inches) 

350S162-t 

3.5 

1.625 

2 

0.5 

550S162-t 

5.5 

1.625 

2 

0.5 


For SI: I inch = 25.4 mm; 1 mil = 0.0254 mm. 

a. The member designation is defined by the first number representing the member depth in hundredths of an inch “S” representing a stud or joist member, the second 
number representing the flange width in hundredths of an inch, and the letter “t” shall be a number representing the minimum base metal thickness in mils [See 
Table R603.2(2)]. 


TABLE R603.2(2) 

MINIMUM THICKNESS OF COLD-FORMED STEEL MEMBERS 


DESIGNATION THICKNESS 

MINIMUM BASE STEEL THICKNESS 

(mils) 

(inches) 

33 

0.0329 

43 

0.0428 

54 

0.0538 

68 

0.0677 

97 

0.0966 


For SI: 1 mil = 0.0254 mm, 1 inch = 25,4 mm. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-47 





WALL CONSTRUCTION 




FIGURE R603.2(2) 
TRACK SECTION 


R603.2.5.1 Web holes. Web holes in wall studs and other 
structural members shall comply with all of the follow- 
ing conditions: 

1. Holes shall conform to Figure R603.2.5.1; 

2. Holes shall be permitted only along the centerline 
of the web of the framing member; 

3. Holes shall have a center-to-center spacing of not 
less than 24 inches (610 mm); 

4. Holes shall have a web hole width not greater than 
0.5 times the member depth, or I'/j inches (38 
mm); 

5. Holes shall have a web hole length not exceeding 
4 72 inches (114 mm); and 

6. Holes shall have a minimum distance between the 
edge of the bearing surface and the edge of the 
web hole of not less than 10 inches (254 mm). 

Framing members with web holes not conforming to 
the above requirements shall be reinforced in accordance 
with Section R603.2,5.2, patched in accordance with 
Section R603.2.5.3 or designed in accordance with 
accepted engineering practice. 

R603.2.5.2 Web bole reinforcing. Web holes in gable 
endwall studs not conforming to the requirements of 
Section R603.2.5. 1 shall be permitted to be reinforced 
if the hole is located fully within the center 40 percent 
of the span and the depth and length of the hole does 
not exceed 65 percent of the flat width of the web. The 
reinforcing shall be a steel plate or C-shape section 
with a hole that does not exceed the web hole size limi- 
tations of Section R603.2.5.1 for the member being 
reinforced. The steel reinforcing shall be the same 
thickness as the receiving member and shall extend at 
least 1 inch (25.4 mm) beyond all edges of the hole. 



For SI: 1 inch = 25.4 mm. 

FIGURE R603.2.5.1 
WEB HOLES 

The steel reinforcing shall be fastened to the web of the 
receiving member with No. 8 screws spaced no more 
than 1 inch (25.4 mm) center-to-center along the edges 
of the patch with minimum edge distance of V 2 inch 
(12.7 mm). 

R603.2.5.3 Hole patching. Web holes in wall studs and 
other structural members not conforming to the require- 


6-48 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


ments in Section R603.2.5.1 shall be permitted to be 
patched in accordance with either of the following meth- 
ods: 

1. Framing members shall be replaced or designed 
in accordance with accepted engineering practice 
when web holes exceed the following size limits: 

1.1. The depth of the hole, measured across the 
web, exceeds 70 percent of the flat width of 
the web; or 

1 .2. The length of the hole measured along the 
web exceeds 10 inches (254 mm) or the 
depth of the web, whichever is greater. 

2. Web holes not exceeding the dimensional require- 
ments in Section R603.2.5.3, Item 1 shall be 
patched with a solid steel plate, stud section or track 
section in accordance with Figure R603.2.5.3. The 
steel patch shall, as a minimum, be the same thick- 
ness as the receiving member and shall extend at 
least 1 inch (25.4 mm) beyond all edges of the hole. 
The steel patch shall be fastened to the web of the 
receiving member with No. 8 screws spaced no 
more than 1 inch (25.4 mm) center-to-center along 
the edges of the patch with a minimum edge dis- 
tance of Vj inch (12.7 mm). 

R603.3 Wall construction. All exterior cold-formed steel 
framed walls and interior load-bearing cold-formed steel 
framed walls shall be constructed in accordance with the provi- 
sions of this section. 

R603.3.1 Wall to foundation or floor connection. Cold- 
formed steel framed walls shall be anchored to foundations or 
floors in accordance with Table R603.3.1 and Figure 
R603.3.1(l), R603.3.1(2) orR603.3.1(3). Anchor bolts shall 
be located not more than 12 inches (305 mm) from comers or 
the termination of bottom tracks. Anchor bolts shall extend a 
minimum of 15 inches (381 mm) into masonry or 7 inches 
(178 mm) into concrete. Foundation anchor straps shall' be 
permitted, in lieu of anchor bolts, if spaced as required to pro- 



For SI; 1 inch = 25.4 mm. 

FIGURE R603.2.5.3 
STUD WEB HOLE PATCH 


vide equivalent anchorage to the required anchor bolts and 
installed in accordance with manufacturer’s requirements. 

R603. 3.1.1 Gable endwalls. Gable endwalls with 

heights greater than 10 feet (3048 mm) shall be anchored 

to foundations or floors in accordance with Tables 

R603.3.1.1(l)or R603.3.1.1(2). 

R6033.2 Minimum stud sizes. Cold-formed steel walls shall 
be constructed in accordance with Figures R603.3.1(l), 
R603.3.1(2), or R603.3.1(3), as applicable. Exterior wall stud 
size and thickness shall be determined in accordance with the 
limits set forth in Tables R603.3.2(2) through R603. 3.2(31). 
Interior load-bearing wall stud size and thickness shall be 
determined in accordance with the limits set forth in Tables 
R603.3.2(2) through R603. 3.2(31) based upon an 85 miles per 
hour (38 m/s) Exposure A/B wind value and the building 
width, stud spacing and snow load, as appropriate. Fastening 
requirements shall be in accordance with Section R603.2.4 and 
Table R603.3.2(l). Top and bottom tracks shall have the same 
minimum thickness as the wall studs. 

Exterior wall studs shall be permitted to be reduced to the 
next thinner size, as shown in Tables R603.3.2(2) through 
R603.3.2(31), but not less than 33 mils (0.84 mm) , where 
both of the following conditions exist: 

1. Minimum of Vj inch (12.7 mm) gypsum board is 
installed and fastened in accordance with Section 
R702 on the interior surface. 

2. Wood structural sheathing panels of minimum ’/|6 
inch (1 1 mm) thick oriented strand board or 'V 32 inch 
(12 mm) thick plywood is installed and fastened in 
accordance with Section R603.9.1 and Table 
R603.3.2(l) on the outside surface. 

Interior load-bearing walls shall be permitted to be reduced 
to the next thinner size, as shown in Tables R603.3.2(2) 
through R603. 3.2(31), but not less than 33 mils (0.84 mm), 
where a minimum of Vj inch (12.7 mm) gypsum board is 
installed and fastened in accordance with Section R702 on 
both sides of the wall. The tabulated stud thickness for load- 
bearing walls shall be used when the attic load is 10 pounds per 
square feet (480 Pa) or less. A limited attic storage load of 20 
pounds per square feet (960 Pa) shall be permitted provided that 
the next higher snow load column is used to select the stud size 
from Tables R603.3.2(2) through R603.3.2(31). 

For two-story buildings, the tabulated stud thickness for 
walls supporting one floor, roof and ceiling shall be used 
when second floor live load is 30 pounds per square feet 
( 1440 Pa). Second floor live loads of 40 psf (1920 pounds per 
square feet) shall be permitted provided that the next higher 
snow load column is used to select the stud size from Tables 
R603.3.2(2) through R603.3.2(21). 

For three-story buildings, the tabulated stud thickness for 
walls supporting one or two floors, roof and ceiling shall be 
used when the third floor live load is 30 pounds per square 
feet (1440 Pa). Third floor live loads of 40 pounds per 
square feet (1920 Pa) shall be permitted provided that the 
next higher snow load column is used to select the stud size 
from Tables R603. 3.2(22) through R603.3.2(31). 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-49 



WALL CONSTRUCTION 


TABLE R603.3.1 

WALL TO FOUNDATION OR FLOOR CONNECTION REQUIREMENTS" ” 


FRAMING 

CONDITION 

WIND SPEED (mph) AND EXPOSURE 

85 B 

90 B 

100 B 

85 C 

110B 

90 C 

100 c 

<110C 

Wall bottom track to 
floor per Figure 
R603.3.1(l) 

1-No. 8 screw at 
12" o.c. 

1-No. 8 screw at 
12" o.c. 

1-No. 8 screw at 
12" o.c. 

1-No. 8 screw at 
12" o.c. 

2-No. 8 screws at 
12" o.c. 

2 No. 8 screws at 
12" o.c. 

Wall bottom track to 
foundation per Figure 
R603.3.1(2)‘' 

V 2 " minimum 
diameter anchor 
bolt at 6 ' o.c. 

'/ 2 " minimum 
diameter anchor 
bolt at 6' o.c. 

72 " minimum 
diameter anchor 
bolt at 4' o.c. 

72 " minimum 
diameter anchor 
bolt at 4' o.c. 

72 " minimum 
diameter anchor 
bolt at 4' o.c. 

72 " minimum 
diameter anchor 
bolt at 4' o.c. 

Wall bottom track to 
wood sill per Figure 
R603.3.1(3) 

Steel plate spaced 
at 4' o.c., with 
4-No. 8 screws 
and 4-lOd or 6-8d 
common nails 

Steel plate spaced 
at 4' o.c., with 
4-No. 8 screws 
and 4-lOd or 6-8d 
common nails 

Steel plate spaced 
at 3' O.C., with 
4-No. 8 screws 
and 4-lOd or 6-8d 
common nails 

Steel plate spaced 
at 3' o.c., with 
4-No. 8 screws 
and 4-lOd or 6-8d 
common nails 

Steel plate spaced 
at 2' O.C., with 
4-No. 8 screws 
and 4-lOd or 6-8d 
common nails 

Steel plate spaced 
at 2' o.c., with 
4-No. 8 screws 
and 4-lOd or 6-8d 
common nails 

Wind uplift connector 
strength to 16" stud 
spacing‘s 

NR 

NR 

NR 

NR 

NR 

65 lb per foot of 
wall length 

Wind uplift connector 
strength for 24" stud 
spacing'^ 

NR 

NR 

NR 

NR 

NR 

100 lb per foot of 
wall length 


For SI: I inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm, I lb = 4.45 N. 

a. Anchor bolts are to be located not more than 1 2 inches from corners or the termination of bottom tracks (e.g., at door openings or comers). Bolts are to extend a min- 
imum of 15 inches into masonry or 7 inches into concrete. 

b. All screw sizes shown are minimum. 

c. NR = uplift connector not required. 

d. Foundation anchor straps are permitted in place of anchor bolts, if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in 
accordance with manufacturer’s requirements. 



6-50 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




NO. 8 SCREW THROUGH 
EACH FLANGE 




4 NO, 8 SCREWS THROUGH 
EACH FLANGE 

STUD BLOCKING INSIDE WALL TRACK 
(MINIMUM THICKNESS OF STUD) 

ANCHOR BOLT OR OTHER CONNECTION 
AS REQUIRED 


FOUNDATION OR SLAB ON GRADE 


SILL SEALER AS REQUIRED 


FIGURE R603.3.1(2) 

I^ALL TO FOUNDATION CONNECTION 



I 


WOOD SILL 


MINIMUM 3"x4"x33 MIL 
METAL PLATE 

4-1 Od OR 6-8d COMMON NAIL 

NO, 8 SCREW THROUGH EACH FLANGE 

MINIMUM 4 NO. 8 SCREWS 

ANCHOR BOLT THROUGH WOOD SILL 
OR OTHER CONNECTION AS REQUIRED 


FOUNDATION OR SLAB ON GRADE 


FIGURE R603.3.1(3) 

WALL TO WOOD SILL CONNECTION 




6-51 


WALL CONSTRUCTION 


TABLE R603.3.1.1(1) 

GABLE ENDWALL TO FLOOR CONNECTION REQUIREMENTS* 


BASIC WIND SPEED 
(mph) 

WALL BOTTOM TRACK TO FLOOR JOIST OR TRACK CONNECTION 

Exposure 

Stud height, h (ft) 

B 

1 

c 

10<hS14 

14<h<18 

18<hS22 

85 



1-No. 8 screw @ 12" o.c. 

1-No. 8 screw @ 12" o.c. 

1-No. 8 screw @ 12" o.c. 

90 



1-No. 8 screw @ 12" o.c. 

1-No. 8 screw @ 12" o.c. 

1-No. 8 screw @ 12" o.c. 

100 

85 

1-No. 8 screw @ 12" o.c. 

1-No. 8 screw @ 12" o.c. 

1-No. 8 screw @ 12" o.c. 

no 

90 

1-No. 8 screw @ 12" o.c. 

1-No. 8 screw @ 12" o.c. 

2-No. 8 screws @ 12" o.c. 



100 

1-No. 8 screw @ 12" o.c. 

2-No. 8 screws @ 12" o.c. 

1-No. 8 screw @ 8" o.c. 

— 

no 

2-No. 8 screws @ 12" o.c. 

1-No. 8 screw @ 8" o.c. 

2-No. 8 screws @ 8" o.c. 


For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm. 

a. Refer to Table R603.3. 1.1(2) for gable endwall bottom track to foundation connections. 

b. Where attachment is not given, special design is required. 

c. Stud height, h, is measured from wall bottom track to wall top track or brace connection height. 


TABLE R603.3.1.1(2) 

GABLE ENDWALL BOTTOM TRACK TO FOUNDATION CONNECTION REQUIREMENTS*-"* 


BASIC WIND SPEED 
(mph) 

MINIMUM SPACING FOR IN. DIAMETER ANCHOR BOLTS" 

Exposure 

Stud height, h (ft) 

B 

c 

10<h5 14 

14<h<18 

18<h£22 

85 



6' - 0" o.c. 

6'-0"o.c. 

6'-0"o.c. 

90 



6' - 0" o.c. 

5' - 7" o.c. 

6' - 0" o.c. 

100 

85 

5' - 10" o.c. 

6' - 0" o.c. 

6' - 0" o.c. 

no 

90 

4' - 10" o.c. 

5' - 6" o.c. 

6' - 0" o.c. 



100 

4' - 1" o.c. 

6' - 0" o.c. 

6' - 0" o.c. 

— 

no 

5' - 1" o.c. 

6' - 0" o.c. 

5' - 2" o.c. 


For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s, 1 foot = 304.8 mm. 

a. Refer to Table R603.3.1 .1(1) for gable endwall bottom track to floor joist or track connection connections. 

b. Where attachment is not given, special design is required. 

c. Stud height, h, is measured from wall bottom track to wall top track or brace connection height. 

d. Foundation anchor straps are permitted in place of anchor bolts if spaced as required to provide equivalent anchorage to the required anchor bolts and installed in 
accordance with manufacturer’s requirements. 


R603.3.2.1 Gable endwalls. The size and thickness of 
gable endwall studs with heights less than or equal to 10 
feet (3048 mm) shall be permitted in accordance with the 
limits set forth in Tables R603.3.2. 1 ( 1 ) or R603.3.2. 1(2). 
The size and thickness of gable endwall studs with 
heights greater than 10 feet (3048 mm) shall be deter- 
mined in accordance with the limits set forth in Tables 
R603.3.2.1(3) or R603.3.2.1(4). 

R603.3.3 Stud bracing. The flanges of cold-formed steel 
studs shall be laterally braced in accordance with one of the 
following: 

1. Gypsum board on both sides, structural sheathing on 
both sides, or gypsum board on one side and structural 
sheathing on the other side of load-bearing walls with 
gypsum board installed with minimum No. 6 screws 
in accordance with Section R702 and structural 
sheathing installed in accordance with Section 
R603.9.1 and Table R603.3.2(l). 


2. Horizontal steel straps fastened in accordance with Fig- 
ure R603. 3.3(1) on both sides at mid-height for 8-foot 
(2438 mm) walls, and at one-third points for 9-foot and 
10-foot (2743 mm and 3048 mm) walls. Horizontal steel 
straps shall be at least 1 .5 inches in width and 33 mils in 
thickness (38 mm by 0.84 mm). Straps shall be attached 
to the flanges of studs with one No. 8 screw. In-line 
blocking shall be installed between studs at the termina- 
tion of all straps and at 12 foot (3658 mm) intervals 
along the strap. Straps shall be fastened to the blocking 
with two No. 8 screws. 

3. Sheathing on one side and strapping on the other side 
fastened in accordance with Figure R603.3.3(2). 
Sheathing shall be installed in accordance with Item 
1. Steel straps shall be installed in accordance with 
Item 2. 

R603J.4 Cutting and notching. Flanges and lips of 
cold-formed steel studs and headers shall not be cut or notched. 


6-52 


2011 OREGON RESIDENTIAL SPECIALTY CODE 










WALL CONSTRUCTION 


TABLE R603.3.2(1) 

WALL FASTENING SCHEDULE" 


DESCRIPTION OF BUILDING ELEMENT 

NUMBER AND SIZE OF FASTENERS" 

SPACING OF FASTENERS 

Floor joist to track of load-bearing wall 

2-No. 8 screws 

Each joist 

Wall stud to top or bottom track 

2-No. 8 screws 

Each end of stud, one per flange 

Structural sheathing to wall studs 

No. 8 screws^ 

6" o.c. on edges and 12" o.c. at intermediate 
supports 

Roof framing to wall 

Approved design or tie down in accordance with Section R802.1 1 


For SI: 1 inch = 25.4 mm, 

a. All screw sizes shown are minimum. 

I b. Screws for attachment of structural sheathing panels are to be bugle-head, flat-head, or similar head styles with a minimum head diameter of 0.29 inch. 


R603.3.5 Splicing. Steel studs and other structural mem- 
bers shall not be spliced. Tracks shall be spliced in accor- 
dance with Figure R603.3.5. 

R603.4 Corner framing. In exterior walls, comer studs and the 
top tracks shall be installed in accordance with Figure R603.4. 

R6035 Exterior wall covering. The method of attachment of exte- 
rior wall covering materials to cold-formed steel stud wall 
framing shaU conform to the manufacturer’s installation instructions. 

R603.6 Headers. Headers shall be installed above all wall 
openings in exterior walls and interior load-bearing walls. Box 
beam headers and back-to-back headers each shall be formed 
from two equal sized C-shaped members in accordance with 
Figures R603.6(l) and R603.6(2), respectively, and Tables 
R603.6(l) through R603.6(24). L-shaped headers shall be per- 
mitted to be constmcted in accordance with AISI S230. Alter- 
nately, headers shall be permitted to be designed and 
constmcted in accordance with AISI SI 00, Section D4. 

R603.6.1 Headers in gable endwalls. Box beam and 
back-to-back headers in gable endwalls shall be permitted to 
be constmcted in accordance with Section R603.6 or with the 
header directly above the opening in accordance with Figures 
R603. 6.1(1) and R603.6.1(2) and the following provisions: 

1 . Two 362S 162-33 for openings less than or equal to 4 
feet (1219 mm). 

2. Two 600S 162-43 for openings greater than 4 feet 
(1219 mm) but less than or equal to 6 feet (1830 mm) . 

3. Two 800S 162-54 for openings greater than 6 feet 
(1829 mm) but less than or equal to 9 feet (2743 mm). 

R603.7 Jack and king studs. The number of jack and king 
studs installed on each side of a header shall comply with Table 
R603.7(l). King, jack and cripple studs shall be of the same 
dimension and thickness as the adjacent wall studs. Headers 
shall be connected to king studs in accordance with Table 
R603.7(2) and the following provisions: 

1. For box beam headers, one-half of the total number of 
required screws shall be applied to the header and one 
half to the king stud by use of C-shaped or track member 
in accordance with Figure R603.6(l). The track or 
C-shape sections shall extend the depth of the header 
minus Vj inch (12.7 mm) and shall have a minimum 
thickness not less than that of the wall studs. 

2. For back-to-back headers, one-half the total number of 
screws shall be applied to the header and one-half to the king 


stud by use of a minimum 2-inch-by-2-inch (51 mm X 51 
mm) clip angle in accordance with Figure R603.6(2). The 
clip angle shall extend the depth of the header minus ‘/j inch 
( 1 2.7 mm) and shall have a minimum thickness not less than 
that of the wall studs. Jack and king studs shall be intercon- 
nected with structural sheathing in accordance with Figures 
R603.6(l) and R603.6(2). 

R603.8 Head and sill track. Head track spans above door and 
window openings and sill track spans beneath window openings 
shall comply with Table R603.8. For openings less than 4 feet 
(1219 mm) in height that have both a head track and a sill track, 
multiplying the spans by 1.75 shall be permitted in Table R603.8. 
For openings less than or equal to 6 feet (1829 mm) in height that 
have both a head track and a sill track, multiplying the spans in 
Table R603.8 by 1.50 shall be permitted. 

R603.9 Structural sheathing. Structural sheathing shall be 
installed in accordance with Figure R603.9 and this section on 
all sheathable exterior wall surfaces, including areas above and 
below openings. 

R603.9.1 Sheathing materials. Structural sheathing panels 
shall consist of minimum Vi^-inch (11 mm) thick oriented 
strand board or 'Vjj-inch (12 mm) thick plywood. 

R603.9.2 Determination of minimum length of full height 
sheathing. The minimum length of full height sheathing on 
each braced wall line shall be determined by multiplying the 
length of the braced wall line by the percentage obtained 
from Table R603. 9.2(1) and by the plan aspect-ratio adjust- 
ment factors obtained from Table R603.9.2(2). The mini- 
mum length of full height sheathing shall not be less than 20 
percent of the braced wall line length. 

To be considered full height sheathing, structural sheath- 
ing shall extend from the bottom to the top of the wall with- 
out interruption by openings. Only sheathed, full height 
wall sections, uninterrupted by openings, which are a mini- 
mum of 48 inches ( 1 2 1 9 mm) wide, shall be counted toward 
meeting the minimum percentages in Table R603.9.2(l). In 
addition, structural sheathing shall comply with all of the 
following requirements: 

1. Be installed with the long dimension parallel to the 
stud framing (i.e. vertical orientation) and shall cover 
the full vertical height of wall from the bottom of the 
bottom track to the top of the top track of each story. 
Installing the long dimension perpendicular to the 
stud framing or using shorter segments shall be per- 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-53 



WALL CONSTRUCTION 


mitted provided that the horizontal joint is blocked as 
described in Item 2 below. 

2. Be blocked when the long dimension is installed per- 
pendicular to the stud framing (i.e. horizontal orienta- 
tion). Blocking shall be a minimum of 33 mil (0.84 
mm) thickness. Each horizontal structural sheathing 
panel shall be fastened with No. 8 screws spaced at 6 
inches (152 mm)on center to the blocking at the joint. 

3. Be applied to each end (comers) of each of the exterior 
walls with a minimum 48 inch (1219 mm) wide panel. 

R603.9.2.1 The minimum percentage of full-height 
structural sheathing shall be multiplied by 1 . 10 for 9 foot 
(2743 mm) high walls and multiplied by 1.20 for 10 foot 
(3048 mm) high walls. 

R603.9.2.2 For hip roofed homes, the minimum percent- 
ages of full height sheathing in Table R603.9.2(l), based 
upon wind, shall be permitted to be multiplied by a factor 
of 0.95 for roof slopes not exceeding 7:12 and a factor of 

0. 9. for roof slopes greater than 7:12. 

R603.9.2.3 In the lowest Jtory of a dwelling, multiplying the 
percentage of full height sheathing required in Table 
R603.9.2(l) by 0.6, shall be permitted provided hold down 
anchors are provided in accordance with Section R603. 9.4.2. 

R603.9.3 Structural sheathing fastening. All edges and inte- 
rior areas of structural sheathing panels shall be fastened to 
framing members and tracks in accordance with Figure R603.9 
and Table R603.3.2(l). Screws for attachment of structural 
sheathing panels shall be bugle-head, flat-head, or similar head 
style with a minimum head diameter of 0.29 inch (8 mm). 

For continuously-sheathed braced wall lines using wood 
stmctural panels installed with No. 8 screws spaced 4-inches 
(102 mm) on center at all panel edges and 12 inches (304.8 mm) 
on center on intermediate framing members, the following shall 
apply: 

1. Multiplying the percentages of full height sheathing 
in Table R603.9.2(l) by 0.72 shall be permitted. 

2. For bottom track attached to foundations or framing 
below, the bottom track anchor or screw connection 
spacing in Table R505.3.1(l) and Table R603.3.1 
shall be multiplied by 2/3. 

R603.9.4 Uplift connection requirements. Uplift connec- 
tions shall be provided in accordance with this section. 

R603.9.4.1 Where wind speeds are in excess of 100 miles 
per hour (45 m/s). Exposure C, walls shall be provided 
wind direct uplift connections in accordance with AISI 
S230, Section E13.3, and AISI S230, Section F7.2, as 
required for 1 10 miles per hour (49 m/s). Exposure C. 

R603.9.4.2 Where the percentage of full height sheathing is 
adjusted in accordance with Section R603.9.2.3, a 
hold-down anchor, with a strength of 4,300 pounds (19 kN), 
shall be provided at each end of each fuU-height sheathed 
wall section used to meet the minimum percent sheathing 
requirements of Section R603.9.2. Hold down anchors shall 
be attached to back-to-back studs; structural sheathing pan- 
els shall have edge fastening to the studs, in accordance with 
Section R603.9.3 and AISI S230, Table Ell-1. 


A single hold down anchor, installed in accordance with 
Figure R603.9.2, shall be permitted at the comers of buildings. 

R603.9.5 Structural sheathing for stone and masonry 
veneer. In Seismic Design Category C, where stone and 
masonry veneer is installed in accordance with Section 
R703.7, the length of stmctural sheathing for walls supporting 
one story, roof and ceiling shall be the greater of the amount 
required by Section R603.9.2 or 36 percent, modified by Sec- 
tion R603.9.2 except Section R603.9.2.2 shall not be permit- 
ted. 


SECTION R604 

WOOD STRUCTURAL PANELS 

R604.1 Identification and grade. Wood structural panels 
shall conform to DOC PS 1 or DOC PS 2 or, when manufac- 
tured in Canada, CSA 0437 or CSA 0325. All panels shall be 
identified by a grade mark or certificate of inspection issued by 
an approved agency. 

R604.2 Allowable spans. The maximum allowable spans for 
wood stmctural panel wall sheathing shall not exceed the val- 
ues set forth in Table R602.3(3). 

R604.3 Installation. Wood stmctural panel wall sheathing 
shall be attached to framing in accordance with Table 
R602.3(l) or Table R602.3.(3). Wood stmctural panels marked 
Exposure 1 or Exterior are considered water-repellent sheath- 
ing under the code. 


SECTION R605 
PARTICLEBOARD 

R605.I Identification and grade. Particleboard shall conform 
to ANSI A208.1 and shall be so identified by a grade mark or 
certificate of inspection issued by an approved agency. 
Particleboard shall comply with the grades specified in Table 
R602.3(4). 


SECTION R606 

GENERAL MASONRY CONSTRUCTION 

R606.1 General. Masonry constmction shall be designed and 
constmcted in accordance with the provisions of this section or 
in accordance with the provisions of TMS 402/ ACI 530/ASCE 
5. 

R606.1.1 Professional registration not required. When 
the empirical design provisions of TMS 402/ACI 
530/ASCE 5 Chapter 5 or the provisions of this section are 
used to design masonry, project drawings, typical details 
and specifications are not required to bear the seal of the 
architect or engineer responsible for design, unless other- 
wise required by the state law of the jurisdiction having 
authority. 


6-54 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


TABLE R603.3.2(2) 

24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY* 

33 ksi STEEL 



WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

1 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

90 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

43 

43 

43 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

43 

43 

43 

43 

24 

43 

43 

43 

43 

43 

43 

43 

43 

54 

54 

54 

54 


16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

550S162 

24 

33 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

— 

110 

mph 

350S162 

16 

33 

33 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

24 

43 

43 

43 

43 

54 

54 

54 

54 

68 

68 

68 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: Z2240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-55 





WALL CONSTRUCTION 



TABLE R603.3.2(3) 

24-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY” ”' 
50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 


350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

90 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

— 

100 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

— 

110 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

43 

43 

43 

43 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kB, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 1 2 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-56 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






WALL CONSTRUCTION 



TABLE R603.3.2(4) 

28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY° ‘’'° 
33 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 


100 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

43 

43 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

— 

110 

mph 

350S162 

16 

33 

33 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

24 

43 

43 

43 

54 

54 

54 

54 

54 

68 

68 

68 

68 

550S162 

1 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kB, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: U240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-57 




WALL CONSTRUCTION 



TABLE R603.3.2(5) 

28-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY°'‘’’<= 
50 ksl STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(Inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

1 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

90 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

no 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

— 

100 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

— 

110 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

43 

43 

43 

43 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kB, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: i/240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 1 0 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-58 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 



TABLE R603.3.2(6) 

32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY°’‘’'° 
33 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

43 

33 

33 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

43 

33 

33 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

54 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

43 

43 

43 

54 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 


110 

mph 

350S162 

16 

33 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

43 

43 

43 

54 

54 

54 

54 

54 

68 

68 

68 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

43 


For SI: 1 inch = 25,4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: i/240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the vail studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-59 






WALL CONSTRUCTION 



TABLE R603.3.2(7) 

32-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY" '’' 
50 ksl STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

1 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

'33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

— 

110 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

43 

43 

43 

43 

43 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 ka, 
1 ksi= 1000 psi = 6.895 MPa. 

a. Deflection criterion: 77240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-60 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 



TABLE R603.3.2(8) 

36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY"’’'= 
33 ksl STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(Inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

1 0-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

54 

33 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

54 

33 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

54 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

no 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

43 

43 

43 

43 

43 

43 

54 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

— 

no 

mph 

350S162 

16 

33 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

43 

43 

54 

54 

54 

54 

54 

54 

68 

68 

68 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

54 

33 

33 

43 

43 

43 

43 

43 

54 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 
1 ksi= 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-61 





WALL CONSTRUCTION 



TABLE R603.3.2(9) 

36-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY°’'’ ° 
50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

90 

mph 


350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

54 

550S162 

16 

,33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

33 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

33 

54 

43 

43 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

— 

110 

mph 

350SI62 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

43 

43 

43 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, I mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kB, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-62 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 



TABLE R603.3.2(10) 

40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY‘ '’ ° 
33 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(Inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

54 

43 

43 

54 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

54 

33 

33 

43 

43 

33 

33 

43 

54 

90 

tnph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

54 

43 

43 

54 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

54 

33 

33 

43 

43 

33 

33 

43 

54 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

33 

43 

43 

54 

33 

43 

43 

54 

43 

43 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

54 

33 

33 

43 

43 

33 

33 

43 

54 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

33 

43 

43 

54 

43 

43 

43 

54 

43 

43 

54 

68 


16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

550S162 

24 

33 

33 

43 

54 

33 

33 

43 

43 

33 

33 

43 

54 

— 

100 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

43 

43 

54 

68 

43 

43 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

54 

33 

33 

43 

54 

— 

no 

mph 

350S162 

16 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

24 

43 

43 

54 

68 

54 

54 

54 

68 

68 

68 

68 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

33 

33 

43 


33 

33 

43 

54 

43 

43 

43 

54 


For SI: I inch = 25.4 mm, I foot = 304.8 mm, I mil = 0.0254 mm, I mile per hour = 0.447 m/s, I pound per square foot = 0.0479 kPa, 
I ksi = I000psi = 6.895 MPa. 

a. Deflection criterion: Z7240. 

b. Design load assumptions: 

Second floor dead load is lO psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 1 2 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the will studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-63 





WALL CONSTRUCTION 



TABLE R603.3.2(11) 

40-FOOT-WIDE BUILDING SUPPORTING ROOF AND CEILING ONLY" ”' 
50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

1 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 


350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

43 

33 

33 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

90 

mph 


350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

43 

33 

33 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

54 

33 

33 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

54 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

33 

33 

43 

54 

43 

43 

43 

54 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 

— 

no 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

33 

33 

43 

54 

43 

43 

43 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. . 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-64 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 



TABLE R603.3.2(12) 

24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING" *’ ^ 

33 ksl STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

43 

33 

43 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 


43 

33 

33 

33 

43 

33 

33 

33 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

43 

33 

43 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

43 

43 

24 

43 

43 

43 

43 

43 

43 

43 

43 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

43 

43 

43 

54 

43 

43 

54 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

— 

110 

mph 

350S162 

16 

33 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

43 

43 

43 

54 

54 

54 

54 

54 

68 

68 

68 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, I mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: 22240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-65 





WALL CONSTRUCTION 



TABLE R603.3.2(13) 

24-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING‘'‘“= 

50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

so 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 


350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

90 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

43 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 


100 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

— 

110 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

43 

24 

43 

43 

43 

43 

43 

43 

43 

43 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 


For SI: 1 inch = 25,4 mm, 1 foot = 304,8 mm, 1 mil = 0,0254 mm, 1 mile per hour = 0,447 m/s, 1 pound per square foot = 0,0479 kPa, 
1 ksi = 1000 psi = 6,895 MPa, 

a. Deflection criterion: L/240, 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf, 

Attic live load is 10 psf, 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-66 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 



TABLE R603.3.2(14) 

28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING°'‘’ ‘= 

33 ksl STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

raph 


350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33/ 

33 

43 

43 

33 

33 

43 

43 

90 

mph 


350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

43 

43 

43 

43 

43 

43 

24 

43 

43 

43 

54 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

— 

110 

mph 

350S162 

16 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

24 

43 

43 

54 

54 

54 

54 

54 

54 

68 

68 

68 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, I pound per square foot = 0.0479 kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions; 

Second floor dead load is 1 0 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-67 




WALL CONSTRUCTION 



TABLE R603.3.2(15) 

28-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING°''’° 

50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(Inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

— 

no 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

43 

43 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

43 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 


For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf 
Roof/ceiling dead load is 12 psf 
Attic live load is 10 psf 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-68 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 



TABLE R603.3.2(16) 

32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING’ 

33 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

43 

43 

54 

33 

33 

43 

43 

33 

33 

43 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

43 

43 

54 

33 

33 

43 

43 

33 

33 

43 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

43 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

43 

43 

54 

33 

33 

43 

43 

33 

33 

43 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

43 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

43 

43 

54 

54 

43 

43 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

43 

43 

54 

33 

33 

43 

43 

43 

43 

43 

54 


100 

mph 

350S162 

16 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

43 

43 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

54 

— 

110 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

54 

24 

54 

54 

54 

68 

54 

54 

54 

68 

68 

68 

68 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

54 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: 22240. 

b. Design load assumptions: 

Second floor dead load is 10 psf 
Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-69 





WALL CONSTRUCTION 



TABLE R603.3.2(17) 

32-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING“ ‘“ “ 

50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

so 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

33 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

33 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

33 

43 

54 

33 

33 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

1 

33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

33 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

33 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 

— 

110 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, I mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: ZV240. 

b. Design load assumptions; 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-70 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 



TABLE R603.3.2(18) 

36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING"'’' 

33 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

SO 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

tnph 

— 

350S162 

16 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

24 

43 

43 

54 

54 

43 

43 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

43 

54 

90 

mph 

— 

350S162 

16 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

24 

43 

43 

54 

54 

43 

43 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

43 

54 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

43 

24 

43 

43 

54 

68 

43 

43 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

43 

54 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

54 

24 

43 

43 

54 

68 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

43 

54 

— 

100 

mph 

350S162 

16 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

24 

54 

54 

54 

68 

54 

54 

54 

68 

54 

68 

68 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

43 

54 

— 

110 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

54 

54 

24 

54 

54 

54 

68 

54 

54 

54 

68 

68 

68 

68 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

43 

54 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: £2240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-71 






WALL CONSTRUCTION 



TABLE R603.3.2(19) 

36-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING’ '" ' 

50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

33 

33 

43 

54 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

33 

33 

43 

54 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

1 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

110 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

. 33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

33 

33 

43 

43 

— 

no 

mph 

350S162 

16 

33 

33 

43 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

43 

43 

54 

54 

43 

43 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

43 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, I mile per hour = 0.447 m/s, 1 pound per square foot = 0.04791cPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: ZV240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-72 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 



TABLE R603.3.2(20) 

40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING'"’' 

33 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

54 

24 

43 

43 

54 

68 

43 

43 

54 

68 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

54 

54 

43 

43 

43 

54 

43 

43 

43 

54 

90 

mph 

— 

350S162 

16 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

54 

24 

43 

43 

54 

68 

43 

43 

54 

68 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

54 

54 

43 

43 

43 

54 

43 

43 

43 

54 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

54 

24 

43 

43 

54 

68 

43 

43 

54 

68 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

54 

54 

43 

43 

43 

54 

43 

43 

43 

54 

no 

mph 

90 

mph 

350S162 

16 

33 

33 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

24 

43 

43 

54 

68 

54 

54 

54 

68 

54 

54 

68 

68 

550S162 

16 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

33 

43 

24 

43 

43 

54 

54 

43 

43 

43 

54 

43 

43 

43 

54 

— 

100 

mph 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

54 

54 

24 

54 

54 

54 

68 

54 

54 

54 

68 

68 

68 

68 

97 

550S162 

16 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

54 

54 

43 

43 

43 

54 

43 

43 

54 

54 

— 

no 

mph 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

54 

54 

54 

54 

54 

24 

54 

54 

54 

68 

54 

54 

68 

68 

68 

68 

68 

97 

550S162 

16 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

54 

54 

43 

43 

43 

54 

43 

43 

54 

54 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kB, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-73 




WALL CONSTRUCTION 



TABLE R603.3.2(21) 

40-FOOT-WIDE BUILDING SUPPORTING ONE FLOOR, ROOF AND CEILING^ 

50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(Inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 


350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

43 

43 

54 

33 

33 

43 

43 

33 

33 

43 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

43 

54 

43 

43 

43 

54 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

43 

43 

54 

33 

33 

43 

43 

33 

33 

43 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

54 

54 

43 

43 

43 

54 

43 

43 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

33 

43 

43 

54 

33 

33 

43 

43 

33 

33 

43 

43 

no 

mph 

90 

mph 

350S162 

16 

33 

33 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

43 

43 

54 

54 

43 

43 

43 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

43 

43 

54 

33 

33 

43 

43 

33 

33 

43 

43 

— 

100 

mph 

350S162 

16 

33 

33 

43 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

43 

43 

54 

54 

43 

43 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

43 

43 

54 

33 

33 

43 

43 

33 

43 

43 

43 


110 

mph 

350S162 

16 

33 

33 

43 

43 

33 

33 

43 

43 

43 

43 

43 

54 

24 

43 

43 

54 

68 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

33 

43 

43 

54 

33 

33 

43 

43 

43 

43 

43 

54 


For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Second floor live load is 30 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-74 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 



TABLE R603.3.2(22) 

24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING" '’ ' 

33 ksl STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(Inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

SO 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

43 

43 

54 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

43 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

43 

43 

54 

54 

43 

43 

43 

43 

43 

43 

43 

54 

90 

mph 

— 

350S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

43 

43 

54 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

43 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

43 

43 

54 

54 

43 

43 

43 

43 

43 

43 

43 

54 

100 

mph 

85 

mph 

350S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

43 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

43 

43 

54 

54 

43 

43 

43 

43 

43 

43 

43 

54 

110 

mph 

90 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

68 

68 

550S162 

16 

33 

33 

43 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

43 

43 

54 

54 

43 

43 

43 

43 

43 

43 

43 

54 

— 

100 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

24 

54 

54 

54 

54 

54 

54 

54 

54 

68 

68 

68 

68 

550S162 

16 

33 

33 

43 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

43 

43 

54 

54 

43 

43 

43 

43 

43 

43 

43 

54 

— 

110 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

54 

54 

54 

54 

24 

54 

54 

54 

68 

54 

54 

68 

68 

68 

68 

68 

97 

550S162 

16 

33 

33 

43 

43 

33 

33 

33 

33 

33 

33 

33 

43 

24 

43 

43 

54 

54 

43 

43 

43 

43 

43 

43 

43 

54 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksl = 1000 psi = 6,895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Top and middle floor dead load is 10 psf. 

Top floor live load is 30 psf. 

Middle floor live load is 40 psf. 

Roof/ceiling dead load is 12 psf, 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-75 




WALL CONSTRUCTION 



TABLE R603.3.2(23) 

24-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING’ ’’''^ 

50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

54 

54 

43 

43 

43 

43 

43 

43 

43 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

90 

mph 

— 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

54 

54 

43 

43 

43 

43 

43 

43 

43 

54 

550S162 

1 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

100 

mph 

85 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

54 

54 

43 

43 

43 

43 

43 

43 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

no 

mph 

90 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

43 

43 

24 

43 

43 

54 

54 

43 

43 

43 

43 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

— 

100 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

43 

43 

43 

43 

24 

43 

43 

54 

54 

43 

43 

54 

54 

54 

54 

54 

54 

550S162 

16 , 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

— 

no 

mph 

350S162 

16 

33 

33 

33 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 


43 

43 

43 

43 

43 

43 

43 

43 

43 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: 77240. 

b. Design load assumptions: 

Top and middle floor dead load is 10 psf. 

Top floor live load is 30 psf. 

Middle floor live load is 40 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-76 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 



TABLE R603.3.2(24) 

28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING" '’' 

33 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(Inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 


350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

90 

mph 


350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

100 

mph 

85 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24. 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

110 

mph 

90 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

— 

100 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

54 

24 

54 

54 

54 

68 

54 

54 

68 

68 

68 

68 

68 

97 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

— 

110 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

54 

54 

54 

54 

24 

54 

68 

68 

68 

68 

68 

68 

68 

68 

68 

97 

97 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: i/240. 

b. Design load assumptions: 

Top and middle floor dead load is 10 psf. 

Top floor live load is 30 psf. 

Middle floor live load is 40 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-77 





WALL CONSTRUCTION 



TABLE R603.3.2(25) 

28-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING" *’ ' 

50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(Inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

1 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

43 

43 

54 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

90 

mph 

— 

350S162 

16 

43 

43 

43 

1 

43 : 

33 

33 

33 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

43 

43 

54 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

100 

mph 

85 

mph 

350S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

43 

43 

54 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

110 

mph 

1 

90 

mph 

350S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

43 

43 

54 

54 

54 

54 

54 

54 

550S162 

16 

33 

33 

33 

43 

33 

i 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

— 

100 

mph 

350S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

43 

1 

43 1 

43 

43 

24 

1 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

1 

16 1 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

54 

1 

43 I 

43 

43 

43 

43 

43 

43 

43 

— 

110 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

68 

68 

68 

68 

550S162 

16 

33 

33 

33 

43 

33 

33 

33 

33 

33 

33 

33 

33 

24 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kB, 
1 ksi = 1 000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Top and middle floor dead load is 10 psf 
Top floor live load is 30 psf. 

Middle floor live load is 40 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-78 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






WALL CONSTRUCTION 



TABLE R603.3.2(26) 

32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING°’‘’’° 

33 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

54 

24 

68 

68 

68 

68 

54 

54 

68 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 

90 

mph 

— 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

54 

24 

68 

68 

68 

68 

54 

54 

68 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 

100 

mph 

85 

mph 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

. 43 

43 

43 

54 

24 

68 

68 

68 

68 

54 

54 

68 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 

no 

mph 

90 

mph 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

54 

54 

24 

68 

68 

68 

68 

54 

54 

68 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 

— 

100 

mph 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

54 

54 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

97 

97 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 


no 

mph 

350S162 

16 

43 

43 

43 

54 

43 

43 

54 

54 

54 

54 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

97 

97 

97 

97 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, I mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 ItB. 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: 77240. 

b. Design load assumptions: 

Top and middle floor dead load is 10 psf. 

Top floor live load is 30 psf. 

Middle floor live load is 40 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direetion of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-79 




WALL CONSTRUCTION 



TABLE R603.3.2(27) 

32-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING’ ’’ '^ 

50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

SO 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

33 

33 

43 

.43 

24 

54 

54 

54 

54 

43 

43 

43 

54 

43 

43 

54 

54 

90 

mph 

— 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

54 

54 

54 

54 

43 

43 

43 

54 

43 

43 

54 

54 

100 

mph 

85 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

54 

54 

54 

54 

43 

43 

43 

54 

43 

43 

54 

54 

110 

mph 

90 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

68 

550S162 

16 

43 

43 

43 

43 - 

33 

33 

33 

43 

33 

33 

43 

43 

24 

54 

54 

54 

54 

43 

43 

43 

54 

43 

43 

54 

54 

— 

100 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

=4 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

54 

54 

54 

54 

43 

43 

43 

54 

43 

43 

54 

54 

— 

110 

mph 

350S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

54 

24 

54 

54 

54 

68 

54 

54 

54 

54 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

33 

33 

33 

43 

33 

33 

43 

43 

24 

54 

54 

54 

54 

43 

43 

43 

54 

43 

43 

54 

54 


For SI: 1 inch = 25,4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 
I ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Top and middle floor dead load is 10 psf. 

Top floor live load is 30 psf. 

Middle floor live load is 40 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-80 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 



TABLE R603.3.2(28) 

36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING” ”' 

33 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(Inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs j 9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp.C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

54 

54 

54 

54 

43 

43 

43 

54 

54 

54 

54 

54 

24 

68 

68 

68 

97 

68 

68 

68 

68 

68 

68 

68 

97 

550S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

24 

68 

68 

68 

68 

54 

54 

54 

68 

54 

54 

68 

68 

90 

mph 


350S162 

16 

54 

54 

54 

54 

43 

43 

43 

54 

54 

54 

54 

54 

24 

68 

68 

68 

97 

68 

68 

68 

68 

68 

68 

68 

97 

550S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

24 

68 

68 

68 

68 

54 

54 

54 

68 

54 

54 

68 

68 

100 

mph 

85 

mph 

350S162 

16 

54 

54 

54 

54 

43 

43 

43 

54 

54 

54 

54 

54 

24 

68 

68 

68 

97 

68 

68 

68 

68 

68 

68 

68 

97 

550S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

24 

68 

68 

68 

68 

54 

54 

54 

68 

54 

54 

68 

68 

110 

mph 

90 

mph 

350S162 

16 

54 

54 

54 

54 

43 

43 

43 

54 

54 

54 

54 

54 

24 

68 

68 

68 

97 

68 

68 

68 

68 

68 

68 

97 

97 

550S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

24 

68 

68 

68 

68 

54 

54 

54 

68 

54 

54 

68 

68 

— 

100 

mph 

350S162 

16 

54 

54 

54 

54 

43 

43 

54 

54 

54 

54 

54 

54 

24 

68 

68 

68 

97 

68 

68 

68 

68 

97 

97 

97 

97 

550S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

24 

68 

68 

68 

68 

54 

54 

54 

68 

54 

54 

68 

68 

— 

110 

mph 

350S162 

16 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

68 

24 

68 

68 

68 

97 

68 

68 

68 

97 

97 

97 

97 

97 

550S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

24 

68 

68 

68 

68 

54 

54 

54 

68 

54 

54 

68 

68 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479 kPa, 
1 ksl= 1000 psl = 6.895 MPa. 

a. Deflection criterion: 1/240. 

b. Design load assumptions: 

Top and middle floor dead load is 10 psf. 

Top floor live load is 30 psf. 

Middle floor live load is 40 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the Hal! studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-81 






WALL CONSTRUCTION 



TABLE R603.3.a(29) 

36-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING" “ ^ 

50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

SO 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

24 

68 

68 

68 

68 

54 

54 

54 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

90 

mph 

— 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

24 

68 

68 

68 

68 

54 

54 

54 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

100 

mph 

85 

mph 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

24 

68 

68 

68 

68 

54 

54 

54 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

no 

mph 

90 

mph 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

43 

24 

68 

68 

68 

68 

54 

54 

54 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 


100 

mph 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

43 

43 

54 

24 

68 

68 

68 

68 

54 

54 

54 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

— 

no 

mph 

350S162 

16 

43 

43 

43 

54 

43 

43 

43 

43 

43 

54 

54 

54 

24 

68 

68 

68 

68 

54 

54 

68 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Top and middle floor dead load is 10 psf. 

Top floor live load is 30 psf. 

Middle floor live load is 40 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-82 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 



TABLE R603.3.2(30) 

40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING°’‘’'‘= 

33 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

10-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 


350S162 

16 

54 

54 

54 

54 

54 

54 

— 

54 

54 

54 

54 

54 

54 

24 

97 

97 

97 

97 

68 

68 

68 

97 

97 

97 

97 

97 

550S162 

16 

54 

54 

54 

54 

43 

43 

54 

54 

43 

43 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

90 

mph 

— 

350S162 

16 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

24 

97 

97 

97 

97 

68 

68 

68 

97 

97 

97 

97 

97 

550S162 

16 

54 

54 

54 

54 

43 

43 

54 

54 

43 

43 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

100 

mph 

85 

mph 

350S162 

16 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

24 

97 

97 

97 

97 

68 

68 

68 

97 

97 

97 

97 

97 

550S162 

16 

54 

54 

54 

54 

43 

43 

54 

54 

43 

43 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

110 

mph 

90 

mph 

350S162 

16 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

24 

97 

97 

97 

97 

68 

68 

68 

97 

97 

97 

97 

97 

550S162 

16 

54 

54 

54 

54 

43 

43 

54 

54 

43 

43 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

— 

100 

mph 

350S162 

16 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

24 

97 

97 

97 

97 

68 

1 

68 

68 

97 

97 

97 

97 

97 

550S162 

16 

54 

54 

54 

54 

43 

43 

54 

54 

43 

43 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

— 

110 

mph 

350S162 

16 

54 

54 

54 

54 

54 

54 

54 

54 

54 

54 

68 

68 

24 

97 

97 

97 

97 

68 

68 

97 

97 

97 

97 

97 

97 

550S162 

16 

54 

54 

54 

54 

43 

43 

54 

54 

43 

43 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
I ksi= 1000 psi = 6.895 MPa. 

a. Deflection criterion: ZV240. 

b. Design load assumptions: 

Top and middle floor dead load is 10 psf. 

Top floor live load is 30 psf 
Middle floor live load is 40 psf 
Roof/ceiling dead load is 12 psf 
Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-83 






WALL CONSTRUCTION 



TABLE R603.3.2(31) 

40-FOOT-WIDE BUILDING SUPPORTING TWO FLOORS, ROOF AND CEILING°‘’‘= 

50 ksi STEEL 


WIND 

SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(Inches) 

MINIMUM STUD THICKNESS (mils) 

8-Foot Studs 

9-Foot Studs 

1 0-Foot Studs 

Exp. B 

Exp. C 

Ground Snow Load (psf) 

20 

30 

1 

50 

70 

20 

30 

50 

70 

20 

30 

50 

70 

85 

mph 

— 

350S162 

16 

54 

54 

54 

54 

43 

43 

43 

43 

43 

54 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 

90 

mph 


350S162 

16 

54 

54 

54 

54 

43 

43 

43 

43 

43 

54 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 

100 

mph 

85 

mph 

350S162 

16 

54 

54 

54 

54 

43 

43 

43 

43 

43 

54 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 

110 

mph 

90 

mph 

350S162 

16 

54 

54 

54 

54 

43 

43 

43 

43 

43 

54 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 


100 

mph 

350S162 

16 

54 

54 

54 

54 

43 

43 

43 

43 

43 

54 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 


110 

mph 

350S162 

16 

54 

54 

54 

54 

43 

43 

43 

43 

54 

54 

54 

54 

24 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

68 

97 

550S162 

16 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

43 

24 

54 

54 

54 

68 

54 

54 

54 

54 

54 

54 

54 

54 


For SI: I inch = 25.4 mm, I foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 
1 ksi = 1000 psi = 6.895 MPa. 

a. Deflection criterion: L/240. 

b. Design load assumptions: 

Top and middle floor dead load is 10 psf. 

Top floor live load is 30 psf. 

Middle floor live load is 40 psf. 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-84 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 



For SI: 1 mil = 0.0254 mm, I inch = 25.4 mm. 


FIGURE R603.3.3(1) 

STUD BRACING WITH STRAPPING ONLY 



For SI: 


I mil = 0.0254 mm, 1 inch = 25,4 mm. 


FIGURE R603.3.3(2) 

STUD BRACING WITH STRAPPING AND SHEATHING MATERIAL 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-85 


WALL CONSTRUCTION 




WALL CONSTRUCTION 


TABLE R603.3.2.1(1) 

ALL BUILDING WIDTHS 

GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHT°'‘’''= 
33 ksi STEEL 


WIND SPEED 

MEMBER SIZE 

STUD SPACING 
(Inches) 

MINIMUM STUD THICKNESS (Mils) 

Exp. B 

Exp.C 

8-foot studs 

9-foot studs 

1 0-foot studs 

85 mph 

— 

350S162 

16 

33 

33 

33 

24 

33 

33 

33 

550S162 

16 

33 

33 

33 

24 

33 

33 

33 

90 mph 

— 

350S162 

16 

33 

33 

33 

24 

33 

33 

33 

550S162 

16 

33 

33 

33 

24 

33 

33 

33 

100 mph 

85 mph 

350S162 

16 

33 

33 

33 

24 

33 

33 

43 

550S162 

16 

33 

33 

33 

24 

33 

33 

33 

1 10 mph 

90 mph 

350S162 

16 

33 

33 

33 

24 

33 

33 

43 

550S162 

16 

33 

33 

33 

24 

33 

33 

33 

— 

100 mph 

350S162 

16 

33 

33 

43 

24 

43 

43 

54 

550S162 

16 

33 

33 

33 

24 

33 

33 

33 


1 10 mph 

350S162 

16 

33 

43 

43 

24 

43 

54 

54 

550S162 

16 

33 

33 

33 

24 

33 

33 

43 


For SI: I inch = 25.4, t foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479kPa, 1 ksi = 6.895 MPa. 

a. Deflection criterion L/240. 

b. Design load assumptions: 

Ground snow load is 70 psf. 

Roof and ceiling dead load is 12 psf. 

Floor dead load is 10 psf. 

Floor live load is 40 psf. 

Attic dead load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the «all studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-87 





WALL CONSTRUCTION 


TABLE R603.3.2.1(2) 

ALL BUILDING WIDTHS 

GABLE ENDWALLS 8, 9 OR 10 FEET IN HEIGHT 
50 ksl STEEL 


WIND SPEED 


STUD SPACING 
(inches) 

MINIMUM STUD THICKNESS (Mils) 

Exp. B 

Exp. C 

MEMBER SIZE 

8-foot studs 

9-foot studs 

10-foot studs 



350S162 

16 

33 

33 

33 

85 mph 


24 

33 

33 

33 


550S162 

16 

33 

33 

33 



24 

33 

33 

33 



350S162 

16 

33 

33 

33 

90 mph 


24 

33 

33 

33 


550S162 

16 

33 

33 

33 



24 

33 

33 

33 



350S162 

16 

33 

33 

33 

100 mph 

85 mph 

24 

33 

33 

33 

550S162 

16 

33 

33 

33 



24 

33 

33 

33 



350S162 

16 

33 

33 

33 

110 mph 

90 mph 

24 

33 

33 

43 

550S162 

16 

33 

33 

33 



24 

33 

33 

33 



350S162 

16 

33 

33 

33 


100 mph 

24 

33 

33 

43 


550S162 

16 

33 

33 

33 



24 

33 

33 

33 



350S162 

16 

33 

33 

33 


110 mph 

24 

33 

43 

54 


550S162 

16 

33 

33 

33 



24 

33 

33 

33 


For SI: 1 inch = 25.4, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 0.0479l(Pa, 1 ksi = 6.895 MPa. 

a. Deflection criterion L/240. 

b. Design load assumptions: 

Ground snow load is 70 psf. 

Roof and ceiling dead load is 12 psf. 

Floor dead load is 10 psf. 

Floor live load is 40 psf. 

Attic dead load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the wall studs. 


6-88 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 



TABLE R603.3.2.1(3) 

ALL BUILDING WIDTHS 

GABLE ENDWALLS OVER 10 FEET IN HEIGHT” '’'= 


33 ksi STEEL 


WIND SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (Mils) 

Exp. B 

Exp.C 

Stud Height, h (feet) 

10<h<12 

12<h<14 

14<h<16 

16<h£lB 

18<h<20 

20 < h < 22 

85 mph 

— 

350S162 

16 

33 

43 

54 

97 

— 

— 

24 

43 

54 

97 

— 

— 

— 

550S162 

16 

33 

33 

33 

43 

43 

54 

24 

33 

33 

43 

54 

68 

97 

90 mph 

— 

350S162 

16 

33 

43 

68 

97 

— 

— 

24 

43 

68 

97 

— 

— 

— 

550S162 

16 

33 

33 

33 

43 

54 

54 

24 

33 

33 

43 

54 

68 

97 

100 mph 

85 mph 

350S162 

16 

43 

54 

97 

— 

— 

— 

24 

54 

97 

— 

— 

— 

— 

550S162 

16 

33 

33 

43 

54 

54 

68 

24 

33 

43 

54 

68 

97 

97 

110 mph 

90 mph 

350S162 

16 

43 

68 

— 

— 

— 

— 

24 

68 

— 

— 

— 

— 

— 

550S162 

16 

33 

43 

43 

54 

68 

97 

24 

43 

54 

68 

97 

97 

— 


100 mph 

350S162 

16 

54 

97 

— 

— 

— 

— 

24 

97 



— 

— 

— 

— 

550S162 

16 

33 

43 

54 

68 

97 

— 

24 

43 

68 

97 

97 


— 

— 

1 10 mph 

350S162 

16 

68 

97 

— 

— 

— 

— 

24 

97 

— 

— 

— 

— 

— 

550S162 

16 

43 

54 

68 

97 

97 

— 

24 

54 

68 

97 

— 

— 

— 


For SI: 1 inch = 25.4, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, I pound per square foot = 0.0479kPa, I ksi = 6.895 MPa. 

a. Deflection criterion 7/240. 

b. Design load assumptions: 

Ground snow load is 70 psf. 

Roof and ceiling dead load is 1 2 psf. 

Floor dead load is 10 psf. 

Floor live load Is 40 psf. 

Attic dead load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the toII studs. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-89 




WALL CONSTRUCTION 


TABLE R603.3.2.1(4) 

ALL BUILDING WIDTHS 

GABLE ENDWALLS OVER 10 FEET IN HEIGHT""' 


50 ksl STEEL 


WIND SPEED 

MEMBER 

SIZE 

STUD 

SPACING 

(inches) 

MINIMUM STUD THICKNESS (Mils) 

Exp. B 

Exp. C 

Stud Height, h (feet) 

10<h<12 

12<h<14 

14<h£16 

16<h<18 

18<h<20 

20 < h < 22 

85 mph 

— 

350S162 

16 

33 

43 

54 

97 

— 

— 

24 

33 

54 

97 

— 

— 

— 

550S162 

16 

33 

33 

33 

33 

43 

54 

24 

33 

33 

33 

43 

54 

97 

90 mph 


350S162 

16 

33 

43 

68 

97 





24 

43 

68 

97 

— 

— 

— 

550S162 

16 

33 

33 

33 

33 

43 

54 

24 

33 

33 

43 

43 

68 

97 

100 mph 

85 mph 

350S162 

16 

33 

54 

97 

— 





24 

54 

97 

— 

— 

— 

— 

550S162 

16 

33 

33 

33 

43 

54 

68 

24 

33 

33 

43 

54 

97 

97 

110 mph 

90 mph 

350S162 

16 

43 

68 


— 

— 

— 

24 

68 

— 








550S162 

16 

33 

33 

43 

43 . 

68 

97 

24 

33 

43 

54 

68 

97 

— 

— 

100 mph 

350S162 

16 

54 

97 

— 

— 

— 

— 

24 

97 

— 

— 

— 

— 

— 

550S162 

16 

33 

33 

43 

54 

97 

— 

24 

43 

54 

54 

97 





— 

1 10 mph 

350S162 

16 

54 

97 

— 

— 

— 

— 

24 

97 


— 

— 





550S162 

16 

33 

43 

54 

68 

97 



24 

43 

54 

68 

97 

— 

— 


For SI: 1 inch = 25.4, 1 foot = 304.8 mm, 1 mil = 0.0254 mm, 1 mile per hour = 0.447 m/s, I pound per square foot = 0.0479kPa, 1 ksi = 6.895 MPa. 

a. Deflection criterion L/240. 

b. Design load assumptions: 

Ground snow load is 70 psf. 

Roof and ceiling dead load is 12 psf. 

Floor dead load is 10 psf. 

Floor live load is 40 psf. 

Attic dead load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the «all studs. 


6-90 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 



For SI: 1 inch = 25.4 mm. 

FIGURE R603.6(1) 
BOX BEAM HEADER 


2-NO. 8 SCREWS 
AT 24" ON CENTER 
(2 SCREWS THROUGH 
TOP FLANGES AND 
2 SCREWS THROUGH 
BOTTOM FLANGES) 


BACK-TO-BACK 

C-SHAPES 


2-NO. 8 SCREWS 
AT 24" ON CENTER 

CRIPPLE STUD- 



TRACK 


STRUCTURAL SHEATHING 


TRACK 


2" X 2" CLIP ANGLE ATTACHED 
WITH NO. 8 SCREWS, 

MINIMUM LENGTH = WEB DEPTH 
MINUS 'A INCH 


TRACK 

JACK STUDS (AS REQUIRED) 
KING STUDS (AS REQUIRED) 


NO. 8 SCREWS THROUGH 
SHEATHING TO EACH JACK 
& KING STUD AT 12" ON CENTER 


For SI: 1 inch = 25.4 mm. 


FIGURE 603.6(2) 
BACK-TO-BACK HEADER 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-91 



WALL CONSTRUCTION 



CRIPPLE STUD 
HEAD TRACK 


C-SHAPES 


FIGURE R603.6.1(1) 

BOX BEAM HEADER IN GABLE ENDWALL 



CRIPPLE STUD 
HEAD TRACK 


C-SHAPES 


For SI; I inch = 25.4 mm. 

FIGURE R603.6.1(2) 

BACK-TO-BACK HEADER IN GABLE ENDWALL 


6-92 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


WALL CONSTRUCTION 


TABLE R603.6(1) 

BOX-BEAM HEADER SPANS 

Headers Supporting Roof and Ceiling Only (33 ksi steel)°’'’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(20 psf) 

GROUND SNOW LOAD 
(30 psf) 

Building width° (feet) 

Building width‘s (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

3'-3" 

2'-8" 

2'-2" 

— 

— 

2'-8" 

2'-2" 

— 

— 

— 

2-350S 162-43 

4'-2" 

3'-9" 

3'-4" 

2'- 11" 

I'-T 

3'-9" 

3'-4" 

2'- 11" 

2'-7" 

I'-T 

2-350S 162-54 

5'-0" 

4'-6" 

4'-l" 

00 

1 


4'-6" 





2-350S 162-68 


5'-l" 

4'-7" 

4'-3" 

3'-10" 

5'-l" 

4'-7" 

4'-2" 



2-350S 162-97 

T-\" 


6'-l" 

5'-8" 

5'-3" 

6'-7" 






4'-8" 

4'-0" 

3'-6" 


2'-6" 

4'-l" 

3'-6" 

3'-0" 


— 

2-550S 162-43 




4'-4" 

3'- 11" 

5'-5" 

4'- 10" 

4'-4" 



2-550S162-54 


6'-4" 

5'-9" 

5'-4" 


6'-5" 

5'-9" 

5'-3" 


4'-5" 

2-550S 162-68 


7'-4" 

6'-9" 


5'- 10" 

7-5" 



5'-9" 

5'-4" 

2-550S 162-97 


9'-2" 

8'-6" 


7'-6" 

9 ' 3 " 

8'-6" 



7-0" 

2-800S 162-33 

4'-5" 


3'-5" 


2'- 10" 


3'-6" 

3'-l" 

2'-9" 

7-3" 

2-800S 162-43 

I'-y 

6'-7" 


5'-4" 


6'-7" 


5'-4" 

mm 

4'-3" 

2-800S162-54 

8'- 10" 

8'-0" 

7'-4" 

6'-9" 

6'-2" 

8'-l" 

7'-4" 

6'-8" 

6'-l" 

5'-7" 

2-800S 162-68 

10'-5" 

9'-7" 

8'- 10" 

8'-2" 

7-1" 

9'-8" 

8'- 10" 

8'-l" 

7-6" 

7'-0" 

2-800S 162-97 

13'-1" 

12'-1" 

11 '-3" 

10'-7" 

lO'-O" 

12'-2" 

ll'-4" 

10'-6" 

lO'-O" 

9'-4" 

2- lOOOS 162-43 

7'- 10" 

6'-10" 

6'-l" 

5'-6" 

5'-0" 

6'-ll" 

6'-l" 

5'-5" 

4'-ll" 

4'-6" 

2-lOOOS 162-54 

lO'-O" 

9'-l" 

8'-3" 

T-T 

7-0" 

9'-2" 

8'-4" 

7-1" 

6'-ll" 

6'-4" 

2- lOOOS 162-68 

ll'-ll" 

lO'-ll" 

lO'-l" 

9'-4" 

8'-8" 

11 '-0" 

lO'-l" 

9'-3" 

8'-7" 

8'-0" 

2- lOOOS 162-97 

15'-3" 

14'-3" 

13'-5" 

12'-6" 

ll'-lO" 

14'-4" 

13'-5" 

12'-6" 

11 '-9" 

11 '-0" 

2- 1200S 162-54 

11'- 1" 

lO'-O" 

9'-2" 

8'-5" 

7 ' 9 " 

10'- 1" 

9'-2" 

8'-4" 

7'-7" 

7-0" 

2- 1200S 162-68 

13'-3" 

12'-1" 

11 '-2" 

10'-4" 

9'-7" 

12'-3" 

1 1'-2" 

10'-3" 

9'-6" 

8'- 10" 

2- 1200S 162-97 

16'-8" 

15'-7" 

14'-8" 

13'- 11" 

13'-3" 

15'-8" 

14'-8" 

13'-11" 

13'-2" 

12'-6" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: Z7360 for live loads, i/240 for total loads. 

b. Design load assumptions: 

Roof/Ceiling dead load is 12 psf. 

Attic dead load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-93 




















WALL CONSTRUCTION 


TABLE R603.6(2) 

BOX-BEAM HEADER SPANS 

Headers Supporting Roof and Ceiling Only (50 ksi steel)*' 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(20 psf) 

GROUND SNOW LOAD 
(30 psf) 

Building width* (feet) 

Building width* (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

4'-4" 

3'-ll" 

3'-6" 

3'-2" 

2'- 10" 

3'-ll" 

3'-6" 

3'-l" 

2'-9" 

2'-5" 

2-350S 162-43 

5'-6" 

5'-0" 

4'-7" 

4'-2" 

3'-10" 

5'-0" 

4'-7" 

4'-2" 

3'- 10" 

3'-6" 

2-350S 162-54 

6'-2" 


5'-8" 

5'-3" 





4'- 10" 

4'-6" 

2-350S 162-68 



6'-0" 

5'- 10" 

5'-8" 


6'-l" 

5'- 10" 

5'-8" 

5'-6" 



6'- 11" 


6'-5" 


7-0" 


6'-5" 



2-550S 162-33 

6'-2" 

5'-6" 

5'-0" 

4'-7" 

4'-2" 

5'-7" 

5'-0" 

4'-6" 

4'-l" 

3'-8" 

2-550S 162-43 

T-9" 

7-2" 

6'-7" 

6'-l" 

5'-8" 

7-7' 

6'-7" 

6'-l" 

5'-7" 

5'-2" 

2-550S 162-54 

8'-9" 

8'-5" 

8'-l" 

7-9" 

7-T 

8'-6" 

8'-l" 

7'-8" 

7-2" 

6'-8" 

2-550S162-68 

9'-5" 

9'-0" 

8'-8" 

8'-4" 

8'-l" 

9'-l" 

8'-8" 

8'-4" 

8'-l" 

7'- 10" 

2-550S 162-97 

10'-5" 

lO'-O" 

9'-7" 

9'-3" 

9'-0" 

lO'-O" 

9'-7" 

9'-3" 

8'- 11" 

8'-8" 

2-800S162-33 

4'-5" 

3'- 11" 

3'-5" 

3'-l" 

2'- 10" 

3'- 11" 

3'-6" 

3'-l" 

2'-9" 

2'-6" 

2-800S 162-43 

9'-l" 

8'-5" 

7'-8" 

6'-l 1" 

6'-3" 

8'-6" 

7'-8" 

6'- 10" 

6'-2" 

5'-8" 

2-800S 162-54 

lO'-lO" 

10'-2" 

9'-7" 

9'-0" 

8'-5" 

10'-2" 

9'-7" 

8'-ll" 

8'-4" 

7-9" 

2-800S 162-68 

12'-8" 

ll'-lO" 

11 '-2" 

10'-7" 

lO'-l" 

ll'-ll" 

11 '-2" 

10'-7" 

lO'-O" 

9'-6" 

2-800S 162-97 

14'-2" 

13'-6" 

13'-0" 

12'-7" 

12'-2" 

13'-8" 

13'-1" 

12'-7" 

12'-2" 

11 '-9" 

2- lOOOS 162-43 

7'- 10" 

6'- 10" 

6'-l" 

5'-6" 

5'-0" 

6'- 11" 

6'-l" 

5'-5" 

4'- 11" 

4'-6" 

2-1000S162-54 

12'-3" 

11 '-5" 

10'-9" 

10'-2" 

9'-6" 

11 '-6" 

10'-9" 

lO'-l" 

9'-5" 

8'-9" 

2-1000S162-68 

14'-5" 

13'-5" 

12'-8" 

12'-0" 

ll'-6" 

13'-6" 

12'-8" 

12'-0" 

ll'-5" 

10'- 10" 

2- lOOOS 162-97 

17'-1" 

16'-4" 

15'-8" 

14'-11" 

14'-3" 

16'-5" 

15'-9" 

14'- 10" 

14'-1" 

13'-6" 

2- 1200S 162-54 

12'-11" 

ir-3" 

lO'-O" 

9'-0" 

8'-2" 

11 '-5" 

lO'-O" 

9'-0" 

8'-l" 

7'-4" 

2- 1200S 162-68 

15'-11" 

14'- 10" 

14'-0" 

13'-4" 

12'-8" 

15'-0" 

14'-0" 

13'-3" 

12'-7" 

ll'-ll" 

2- 1200S 162-97 

19'-11" 

18'-7" 

17'-6" 

16'-8" 

15'- 10" 

18'-9" 

17'-7" 

16'-7" 

15'-9" 

15'-0" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: L/360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Roof/Ceiling dead load is 12 psf. 

Attic dead load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


6-94 


2011 OREGON RESIDENTIAL SPECIALTY CODE 










WALL CONSTRUCTION 


TABLE R603.6(3) 

BOX-BEAM HEADER SPANS 

Headers Supporting Roof and Ceiling Oniy (33 ksi steel)*' ” 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(SO psf) 

GROUND SNOW LOAD 
(70 psf) 

Building width* (feet) 

Building width* (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

— 

— 

— 

— 

— 

_ 

— 

— 

— 

— 

2-350S 162-43 

2'-4" 













— 


— 

2-350S162-54 

3'-l" 

2'-8" 

2'-3" 





2'-l" 








2-350S 162-68 



2'-8" 




2'-6" 





— 

— 

2-350S 162-97 

5'-l" 


mm 

3'- 11" 

WSESM 



3'-4" 


BSI 

2-550S 162-33 

2'-2" 













— 

— 


2-550S 162-43 

3'-8" 

3'-l" 











— 


2-550S 162-54 

4'-7" 

4'-0" 


3'-0" 

2'-6" 

3'-3" 

2'-8" 

2'-l" 

— 

H9I 

2-550S 162-68 

5'-6" 

4'-ll" 

4'-5" 

3'-ll" 

3'-6" 

4'-3" 

3'-8" 

3'-l" 

2'-7" 

2'-l" 

2-550S 162-97 

7'-3" 

6'-7" 

6'-l" 

5'-8" 

5'-3" 

5'-ll" 

5'-4" 

4'-ll" 

4'-6" 

4'-l" 

2-800S 162-33 

I'-T 









— 

— 

— 

— 

— 

2-800S162-43 

4'-6" 

3'-9" 

3'-l" 

2'-5" 



2'- 10" 

— 

— 

— 

— 

2-800S 162-54 

5'-10" 

5'-l" 

4'-6" 

3'-l 1" 

3'-4" 

4'-3" 

3'-6" 

2'-9" 

— 

— 

2-800S 162-68 

7'-2" 

6'-6" 

5'- 10" 

5'-3" 

4'-8" 

5'-7" 

4'- 10" 

4'-2" 

3'-7" 

2'- 11" 

2-800S162-97 

9'-7" 

8'-9" 

8'-2" 

7'-7" 

7'-0" 

7'-ll" 

7'-2" 

6'-7" 

6'-0" 

5'-7" 

2- lOOOS 162-43 

4'-8" 

4'-l" 

3'-6" 

2'-9" 



3'-3" 

2'-2" 







2- lOOOS 162-54 

&-T 

5'- 10" 

5'-l" 

4'-5" 

3'-9" 

4'- 10" 

4'-0" 

3'-2" 

2'-3" 

— 

2- lOOOS 162-68 

8'-3" 

7'-5" 

6'-8" 

6'-0" 

5'-5" 

6'-5" 

5'-7" 

4'-9" 

4'-l" 

3'-5" 

2- lOOOS 162-97 

11 '-4" 

10'-5" 

9'-8" 

9'-0" 

8'-5" 

9'-5" 

8'-6" 

7'- 10" 

7'-2" 

6'-7" 

2-1200S162-54 

I'-y 

6'-5" 

5'-7" 

4'- 10" 

4'-2" 

5'-4" 

4'-4" 

3'-5" 

2'-5" 

— 

2- 1200S 162-68 

9'-2" 

8'-2" 

7'-5" 

6'-8" 

6'-0" 

7'-l" 

6'-2" 

5'-4" 

4'-6" 

3'-9" 

2- 1200S 162-97 

12'- 10" 

ir-9" 

10'- 11" 

10'-2" 

9'-6" 

10'-7" 

9'-8" 

00 

O 

8'-2" 

7-6" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: Z7360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Roof/Ceiling dead load is 12 psf. 

Attic dead load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-95 






WALL CONSTRUCTION 


TABLE R603.6(4) 

BOX-BEAM HEADER SPANS 

Headers Supporting Roof and Ceiling Only (50 ksi steel)’'*’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(50 psf) 

GROUND SNOW LOAD 
(70 psf) 

Building width’ (feet) 

Building width’ (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

2'-7" 

2'-2" 

— 

— 













2-350S 162-43 

3'-8" 

3'-3" 

2'- 10" 

2'-6" 

2'-l" 

2'-8" 

2'-3" 

— 

— 

— 

2-350S 162-54 

4'-8" 

■Bi 



3'-l" 



2'-9" 



2-350S 162-68 

5'-7" 

5'-2" 

4'-9" 

4'-4" 

3'-ll" 

4'-7" 

4'-]" 

3'-7" 

3'-2" 

2'-10" 

2-350S 162-97 

6'-2" 

5'- 11" 

5'-8" 

5'-6" 

5'-4" 

5'-8" 

5'-5" 

5'-3" 

4'-ll" 

4'-7" 

2-550S 162-33 

3'- 11" 

3'-4" 

2'- 10" 

2'-4" 



2'-7" 









2-550S 162-43 

5'-4" 

4'- 10" 

4'-4" 

3'- 10" 

3'-5" 

4'-2" 

3'-7" 

3'-l" 

I'-T 

2'-l" 

2-550S 162-54 

6'-ll" 

6'-3" 

5'-9" 

5'-3" 

4'-9" 

5'-6" 

4'-ll" 

4'-5" 

3'-ll" 

3'-5" 

2-550S162-68 

8'-0" 

7'-6" 

6'- 11" 

6'-5" 

5'-ll" 

6'-9" 

6'-l" 

5'-6" 

5'-0" 

4'-7" 

2-550S 162-97 

8'-ll" 

8'-6" 

8'-2" 

7'- 11" 

7'-8" 

8'-l" 

r-9" 

7'-6" 

7'-l" 

6'-7" 

2-800S162-33 

2'-8" 

2'-4" 

2'-l" 

I'-ll" 

r-9" 

2'-0" 

r-9" 







2-800S 162-43 

5'-10" 

5'-2" 

4'-7" 

4'-2" 

3'- 10" 

4'-5" 

3'-ll" 

3'-6" 

3'-0" 

2'-6" 

2-800S 162-54 

8'-0" 

7'-3" 

6'-8" 

6'-l" 

5'-7" 

6'-5" 

5'-9" 

5'-l" 

4'-7" 

4'-0" 

2-800S 162-68 

9'-9" 

9'-0" 

8'-3" 

7'-8" 

7'-]" 

8'-0" 

7'-3" 

6'-7" 

6'-0" 

5'-6" 

2-800S 162-97 

12'-1" 

11 '-7" 

11 '-2" 

10'-8" 

10'-2" 

ir-0" 

10'-4" 

9'-9" 

9'-2" 

8'-7" 

2- lOOOS 162-43 

4'-8" 

4'-l" 

3'-8" 

3'-4" 

3'-0" 

3'-6" 

3'-l" 

2'-9" 

2'-6" 

2'-3" 

2- lOOOS 162-54 

9'-l" 

8'-2" 

7'-3" 

6'-7" 

6'-0" 

7'-0" 

6'-2" 

5'-6" 

5'-0" 

4'-6" 

2- lOOOS 162-68 

ll'-l" 

10'-2" 

9'-5" 

8'-8" 

8'-l" 

9'-l" 

8'-3" 

7'-6" 

6'-10" 

6'-3" 

2- lOOOS 162-97 

13'-9" 

12'-11" 

12'-2" 

ir-7" 

ir-1" 

ll'-l 1" 

11 '-3" 

10'-7" 

9'- 11" 

9'-4" 

2- 1200S 162-54 

7'-8" 

6'-9" 

6'-l" 

5'-6" 

5'-0" 

5'- 10" 

5'-l" 

4'-7" 

4'-l" 

3'-9" 

2- 1200S 162-68 

12'-3" 

1 1'-3" 

10'-4" 

9'-7" 

8'-l 1" 

lO'-l" 

9'-l" 

8'-3" 

7'-6" 

6'- 10" 

2- 1200S 162-97 

15'-4" 

14'-5" 

13'-7" 

12'-11" 

12'-4" 

13'-4" 

12'-6" 

ll'-lO" 

ll'-l" 

10'-5" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kFh, I pound per square inch = 6.895 kfe. 

a. Deflection criterion: L/360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Roof/Ceiling dead load is 12 psf. 

Attic dead load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


6-96 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






WALL CONSTRUCTION 


TABLE R603.6(5) 

BOX-BEAM HEADER SPANS 

Headers Supporting One Floor, Roof and Ceiling (33 ksi steei)°’‘’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(20 psf) 

GROUND SNOW LOAD 
(30 psf) 

Building width° (feet) 

Building width‘s (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 















— 

— 


2-350S 162-43 

2'-2" 








2'-l" 

— 

— 

— 



2-350S 162-54 

2'- 11" 

2'-5" 















2-350S 162-68 

OO 

3'-2" 






3'-l" 

2'-8" 


— 

2-350S 162-97 


■9 



3'-5" 


4'-5" 




2-550S 162-33 















— 


— 

2-550S 162-43 








3'-3" 


— 

— 

— 

2-550S 162-54 

4'-4" 

3'-9" 

3'-2" 

2'-7" 

2'-l" 

4'-3" 

3'-7" 

3'-l" 

2'-6" 

— 

2-550S 162-68 

5'-3" 

4'-8" 

4'-l" 

3'-7" 

3'-2" 

5'-2" 

A'-T' 

4'-0" 

3'-6" 

3'-l" 

2-550S 162-97 

7'-0" 

6'-5" 

5'-10" 

5'-5" 

5'-0" 

6'-ll" 

6'-4" 

5'-9" 

5'-4" 

4'-ll" 

2-800S 162-33 

2'-l" 









— 

— 

— 

— 

— 

2-800S 162-43 

4'-2" 

3'-4" 

2'-l" 





4'-0" 

3'-3" 

2'-5" 





2-800S 162-54 

5'-6" 

4'-9" 

4'-l" 

3'-5" 

2'-9" 

5'-5" 

4'-8" 

3'- 11" 

3'-3" 

2'-8" 

2-800S 162-68 

6'-ll" 

6'-2" 

5'-5" 

4'-10" 

4'-3" 

6'-9" 

6'-0" 

5'-4" 

4'-8" 

4'-l" 

2-800S 162-97 

9'-4" 

8'-6" 

7'- 10" 

7'-3" 

6'-8" 

9'-2" 

8'-4" 

7'-8" 

7-\" 

6'-7" 

2- lOOOS 162-43 

4'-4" 

3'-9" 

2'- 11" 





4'-3" 

3'-8" 

2'-9" 

— 

— 

2-1000S162-54 

6'-3" 

5'-5" 

4'-7" 

3'- 11" 

3'-2" 

6'-l" 

5'-3" 

4'-6" 

3'-9" 

3'-0" 

2- lOOOS 162-68 

7'- 11" 

T-O" 

6'-3" 

5'-6" 

4'-10" 

7-9" 

6'- 10" 

6'-l" 

5'-4" 

4'-9" 

2- lOOOS 162-97 

11 '-0" 

lO'-l" 

9'-3" 

8'-7" 

8'-0" 

lO'-ll" 

9'- 11" 

9'-2" 

8'-5" 

7'- 10" 

2- 1200S 162-54 

6'-ll" 

5'-ll" 

5'-l" 

4'-3" 

3'-5" 

6'-9" 

5'-9" 

4'- 11" 

4'-l" 

3'-3" 

2- 1200S 162-68 

8'-9" 

r-9" 

6'- 11" 

6'-l" 

5'-4" 

8'-7" 

7-7' 

6'-9" 

5'-ll" 

5'-3" 

2- 1200S 162-97 

12'-4" 

11 '-5" 

10'-6" 

9'-8" 

9'-0" 

12'-3" 

11 '-3" 

10'-4" 

9'-6" 

8'- 10" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 klh, I pound per square inch = 6.895 kft. 

a. Deflection criterion: /7360 for live loads, Z7240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/Ceiling dead load is 12 psf. 

Second floor live load is 30 psf. 

Attic dead load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-97 










WALL CONSTRUCTION 


TABLE R603.6(6) 

BOX-BEAM HEADER SPANS 

Headers Supporting One Floor, Roof and Celling (50 ksi steel)”''’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(20 psf) 

GROUND SNOW LOAD 
(30 psf) 

Building width” (feet) 

Building width” (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

2'-4" 

— 

— 

— 

— 

2'-3" 



— 





2-350S 162-43 

3'-4" 

2'- 11" 

2'-6" 

2'-l" 



3'-3" 

2'-10" 

2'-5" 

2'-0" 







3'-l" 

2'-9" 

4'-3" 

2'-9" 


3'-0" 

2'-8" 

2-350S 162-68 

5'-0" 

4'-9" 

HBI 

4'-2" 

3'-9" 

4'-ll" 

4'-8" 

4'-6" 

4'-l" 

3'-9" 

2-350S 162-97 

5'-6" 

5'-3" 

5'-l" 

4'-ll" 

2'-9" 

5'-5" 

5'-2" 

5'-0" 

4'- 10" 

4'-8" 

2-550S 162-33 

3'-6" 

2'- 11" 

2'-4" 

— 



3'-5" 

2'- 10" 

2'-3" 





2-550S 162-43 

5'-0" 

4'-5" 

3'- 11" 

3'-5" 

3'-0" 

4'-ll" 

4'-4" 

3'- 10" 

3'-4" 

2'-ll" 

2-550S 162-54 

6'-6" 

5'-10" 

5'-3" 

4'-9" 

4'-4" 

6'-4" 

5'-9" 

5'-2" 

4'-8" 

4'-3" 

2-550S 162-68 

7-2" 

6'-10" 

6'-5" 

5'- 11" 

5'-6" 

7 - 0 " 

6'-9" 

6'-4" 

5'- 10" 

5'-4" 

2-550S 162-97 

7'- 11" 

7-7’ 

r-r 

7'-0" 

6'- 10" 

7 - 9 ” 

7 - 5 " 

7 - 2 " 

6'-ll" 

6'-9" 

2-800S 162-33 

2'-5" 

2'-2" 

r-ii" 

l'-9" 

— 

2 ’- 5 " 

2'-l" 

I'-IO" 

l'-8" 



2-800S 162-43 

5'-5" 

4'-9" 

4'-3" 

3'-9" 

3'-5" 

5'-3" 

4'-8" 

4'-l" 

3'-9" 

3'-5" 

2-800S 162-54 

7'-6" 

6'-9" 

6'-2" 

5'-7" 

5'-0" 

7 - 5 ” 

6'-8" 

6'-0" 

5'-5" 

4'-ll" 

2-800S 162-68 

9'-3" 

8'-5" 

7'-8" 

7-1" 

6'-6" 

9'-l" 

8'-3" 

7-7' 

7-0" 

6'-5" 

2-800S 162-97 

10'-9" 

10'-3" 

9'-ll" 

9'-7" 

9'-3" 

10'-7" 

lO'-l" 

9 '- 9 ” 

9 '- 5 " 

9'-l" 

2- lOOOS 162-43 

4'-4" 

3'-9" 

3'-4" 

3'-0" 

2'-9" 

4'-3" 

3'-8" 

3'-3" 

2'-ll" 

2'-8" 

2- lOOOS 162-54 

8'-6" 

7-6" 

6'-8" 

6'-0" 

5'-5" 

8'-4" 

7-4" 

6'-6" 

5'- 10" 

5'-4" 

2- lOOOS 162-68 

10'-6" 

9'-7" 

8'-9" 

8'-0" 

7 - 5 " 

10'-4" 

9 '- 5 " 

8'-7" 

7'- 11" 

7'-3" 

2- lOOOS 162-97 

12'-11" 

12'-4" 

ir-8" 

ir-1" 

10'-6" 

12'-9" 

12'-2" 

ir-6" 

10'- 11" 

10'-5" 

2- 1200S 162-54 

7'-l" 

6'-2" 

5'-6" 

5'-0" 

4'-6" 

6'-ll" 

6'-l" 

5'-5" 

4'- 10" 

4'-5" 

2- 1200S 162-68 

11 '-7" 

10'-7" 

9'-8" 

8'- 11" 

8'-2" 

1 r-5" 

10'-5" 

9'-6" 

8'-9" 

8'-0" 

2- 1200S 162-97 

14'-9" 

13'-9" 

13'-0" 

12'-4" 

11 '-9" 

14'-7" 

13'-8" 

12'- 10" 

12'-3" 

11 '-8" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 klh, I pound per square inch = 6.895 kft. 

a. Deflection criterion: L/360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


6-98 


2011 OREGON RESIDENTIAL SPECIALTY CODE 







WALL CONSTRUCTION 


TABLE R603.6(7) 

BOX-BEAM HEADER SPANS 

Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)*' *’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(50 psf) 

GROUND SNOW LOAD 
(70 psf) 

Building width* (feet) 

Building width* (feet) 

24 

r 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

— 

— 

















2-350S 162-43 

— 



















2-350S 162-54 




















2-350S 162-68 























WEBM 


2'-ll" 

2'-6" 



2-550S 162-33 

— 

— 
















2-550S 162-43 

2'-0" 

— 

















2-550S162-54 

3'-l" 

2'-6" 
















2-550S 162-68 

4'-l" 

3'-6" 

2'-ll" 

2'-5" 



3'-l" 

2'-5" 







2-550S 162-97 

5'- 10" 

5'-3" 

4'- 10" 

4'-5" 

4'-0" 

4'-ll" 

4'-5" 

3'- 11" 

3'-6" 

3'-2" 

2-800S 162-33 

— 

— 

















2-800S 162-43 

2'-6" 



















2-800S 162-54 

4'-0" 

3'-3" 

2'-6" 





2'-8" 









2-800S 162-68 

5'-5" 

4'-8" 

4'-0" 

3'-4" 

2'-8" 

4'-2" 

3'-4" 

2'-6" 





2-800S 162-97 

r-9" 

7'-l" 

6'-6" 

5'- 11" 

5'-5" 

6'-7" 

5'- 11" 

5'-4" 

4'-10" 

4'-4" 

2- lOOOS 162-43 

2'- 10" 



















2- lOOOS 162-54 

4'-7" 

3'-8" 

2'-9" 





3'-0" 








2- lOOOS 162-68 

6'-2" 

5'-4" 

4'-7" 

3'- 10" 

3'-l" 

4'-9" 

3'- 10" 

2'-l 1" 





2- lOOOS 162-97 

9'-3" 

8'-5" 

7'-8" 

7'-l" 

6'-6" 

7'-10" 

7'-l" 

6'-5" 

5'-9" 

5'-2" 

2- 1200S 162-54 

5'-0" 

4'-0" 

3'-l" 





3'-4" 









2- 1200S 162-68 

6'-10" 

5'-ll" 

5'-0" 

4'-3" 

3'-5" 

5'-3" 

4'-3" 

3'-2" 





2- 1200S 162-97 

10'-5" 

9'-6" 

8'-8" 

8'-0" 

7'-4" 

8'- 10" 

8'-0" 

7'-3" 

6'-6" 

5'-10" 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm, I pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: Zi360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-99 









WALL CONSTRUCTION 


TABLE R603.6(8) 

BOX-BEAM HEADER SPANS 

Headers Supporting One Floor, Roof and Ceiling (50 ksi 51661)° “ 


MEMBER 

DESIGNATION 

— 

GROUND SNOW LOAD 
(SO psf) 

GROUND SNOW LOAD 
(70 psf) 

Building width‘s (feet) 

Building width° (feet) 

24 

28 

32 

36 

40 

24 

1 

28 

32 

36 

40 

2-350S 162-33 



— 







— 

— 

— 

— 

— 

2-350S 162-43 

2 '- 8 " 







. 

— 

— 



— 

— 


3'-5" 



2 '- 2 " 



2 '- 8 " 

2 '- 2 " 





— 

2-350S 162-68 

4'-6" 

4'-l" 

3'-8" 

3'-3" 

2 '- 11 " 

3'-9" 

3'-3" 

2 '- 10 " 

2'-5" 

2 '-l" 

2-350S 162-97 

5'-l" 

4'-10" 

4'-8" 

4'-6" 

4'-5" 

4'-10" 

4'-7" 

4'-4" 

4'-0" 

3'-8" 

2-550S162-33 

2'-4" 

















— 

2-550S 162-43 

3'- 10" 

3'-4" 

2'-9" 

2'-3" 



2 '-ll" 

2'-3" 

— 

— 

— 

2-550S 162-54 

5'-3" 

3'-8" 

4'-l" 

3'-8" 

3 ,- 2 " 

4'- 3" 

3'-8" 

3'-l" 

2'-7" 

2 '- 0 " 

2-550S 162-68 

6'-5" 

5'- 10" 

5'-3" 

4'-9" 

4'-4" 

5'-5" 

4'-9" 

4'-3" 

3 , 9" 

3'-4" 

2-550S 162-97 

7'-4" 

7'-0" 

6'-9" 

6 '- 6 " 

6'-4" 

6 '-ll" 

6 '- 8 " 

6'-3" 

5'-10" 

5'-5" 

2-800S 162-33 

I'-ll" 

r- 8 " 









— 

— 

— 

— 

2-800S 162-43 

4'-2" 

3'-8" 

3'-4" 

2'-9" 

2 '- 2 " 

3'-5" 

2'-9" 

— 

— 

— 

2-800S 162-54 

6 '-l" 

5'-5" 

4'- 10" 

4'-3" 

3'-9" 

4'-ll" 

4'-3" 

3'-8" 

3'-0" 

2'-5" 

2-800S 162-68 

r- 8 " 

6 '-ll" 

6'-3" 

5'-9" 

5'-2" 

6'-5" 

5'-9" 

5'-l" 

4'-6" 

4'-0" 

2-800S 162-97 

9'-ll" 

9'-6" 

9^-2" 

8 '- 10 " 

8'-3" 

9'-5" 

8 '- 10 " 

8 '- 2 " 

7-1" 

7'-0" 

2- lOOOS 162-43 

3'-4" 

2 '-l 1 " 

I'-i" 

2'-5" 

I’-T 

2 '- 8 " 

2'-5" 

2 '- 2 " 

— 

— 

2- lOOOS 162-54 

6'-7" 

5'- 10" 

5'-3" 

4'-9" 

4'-3" 

5'-4" 

4'-9" 

4'-l" 

3'-5" 

2'-9" 

2- lOOOS 162-68 

8 '- 8 " 

7'- 10" 

7'-2" 

6 '- 6 " 

5'-ll" 

7'-4" 

6 '- 6 " 

5'-9" 

5'-l" 

4'-6" 

2- lOOOS 162-97 

11 '-7" 

lO'-ll" 

10'-3" 

9'-7" 

9'-0" 

10'-5" 

9'-7" 

8'- 10" 

8'-2" 

7'-8" 

2- 1200S 162-54 

5'-6" 

4'- 10" 

4'-4" 

3'-ir 

y-T 

4'-5" 

3'-ll" 

3'-6" 

y-T 

2'- 11" 

2-1200S 162-68 

9'-7" 

8'-8" 

7'-ll" 

T-l" 

6'-6" 

8'-l" 

T-l" 

6'-4" 

5'-8" 

5'-0" 

2- 1200S 162-97 

12 '-ir 

12'-2" 

1 r-6" 

10'-8" 

lO'-O" 

ir-8" 

10'-9" 

9'- 11" 

9'-2" 

8'-6" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: L/360 for live loads, Z7240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 30 psf. 

Attic live load is 10 psf 

c. Building width is in the direction of horizontal framing members supported by the header 


6-100 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 


TABLE R603.6(9) 

BOX-BEAM HEADER SPANS 

Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)‘ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(20 psf) 

GROUND SNOW LOAD 
(30 psf) 

Building width‘s (feet) 

Building width° (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

— 

— 

— 





— 





— 

2-350S 162-43 





— 













— 

2-350S 162-54 



















2-350S 162-68 



























3'-l" 






2-550S 162-33 

— 

— 















— 

2-550S 162-43 

— 

— 

— 













— 

2-550S 162-54 

— 

— 

— 












— 

2-550S162-68 

2'-9" 









2'-8" 







— 

2-550S 162-97 

4'-8" 

4'-l" 

3'-7" 

3'-2" 

2'-9" 

4'-7" 

4'-0" 

3'-6" 

3'-l" 

2'-8" 

2-800S162-33 

— 

— 

— 

— 

— 

— 

— 

— 

— 

— 

2-800S 162-43 



















— 

2-800S 162-54 

2'-l" 

. 

— 

— 



— 

— 

— 

— 

— 

2-800S 162-68 

3'-8" 

2'-9" 







3'-7" 

2'-8" 

— 

— 

— 

2-800S 162-97 

6'- 3" 

5'-6" 

4'-ll" 

4'-4" 

3'-9" 

6'-2" 

5'-5" 

4'-i(y' 

4'-3" 

3'-9" 

2- lOOOS 162-43 

— 

— 















— 

2-1000S162-54 

2'-5" 









2'-3" 






— 

2- lOOOS 162-68 

4'-3" 

3'-2" 

2'-0" 





4'-2" 

3'-l" 




— 

2- lOOOS 162-97 

T-5" 

6'-7" 

1 

o 

5'-2" 

4'-7" 

7'-4" 

6'-6" 

5'-9" 

5'-l" 

4'-6" 

2- 1200S 162-54 

I'-T 

— 

— 





2'-6" 







— 

2- 1200S 162-68 

4'-8" 

3'-6" 

2'-2" 





4'-7" 

3'-5" 

2'-0" 



— 

2- 1200S 162-97 

8'-5" 

7'-5" 

6'-7" 

5'-10" 

5'-2" 

8'-3" 

7'-4" 

6'-6" 

5'-9" 

5'-l" 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: Z2360 for live loads, ZV240 for total loads. 

b. Design load assumptions; 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 40 psf. 

Third floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-101 






WALL CONSTRUCTION 


TABLE R603.6(10) 

BOX-BEAM HEADER SPANS 

Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)’'*’ 




GROUND SNOW LOAD 



GROUND SNOW LOAD 





(20 psf) 


.. . 



(30 psf) 



MEMBER 

DESIGNATION 

Building width’ (feet) 

Building width’ (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

— 

— 

— 

— 

— 


— 

— 





2-350S 162-43 











_ 



















2'-4" 










3'-6" 

3'-0" 

2 '- 6 " 

2 '-l" 



3'-5" 

2 '-ll" 

2 '- 6 " 

2 '- 0 " 



2-350S 162-97 

4'-9" 

4'-6" 

4'-l" 

3'-8" 

3'-4" 

4'-8" 

4'-5" 

4'-0" 

3'-8" 

3'-4" 

2-550S 162-33 





















2-550S 162-43 

I'-T 

— 

— 

— 

— 

2 '- 6 " 

— 

— 

— 

— 

2-550S162-54 

3'- 11" 

3'-3" 

2 '- 8 " 

2 '- 0 " 

— 

3'-10" 

3 ,- 3 ,, 

I'-T 

— 



2-550S 162-68 

5'-l" 

4'-5" 

3'- 10" 

3'-3" 

2,-9" 

5'-0" 

4'-4" 

3 , 9 " 

3'-3" 

2'-9" 

2-550S 162-97 

6 '- 10 " 

6'-5" 

5'-10" 

5'-5" 

4'-ll" 

6'-9" 

6'-4" 

5'- 10" 

5'-4" 

4'-ll" 

2-800S 162-33 





















2-800S162-43 

3'-l" 

2'-3" 







3'-0" 

2 ,- 2 " 







2-800S 162-54 

4'-7" 

3'- 10" 

3'-l" 

2'-5" 



4'-6" 

3 ,- 9 " 

3'-0" 

2'-4" 

— 

2-800S 162-68 

6 '- 0 " 

5'-3" 

4'-7" 

3'-ll" 

3'-4" 

6 '- 0 " 

5'-2" 

4'-6" 

3'- 11" 

3 ,- 3 " 

2-800S 162-97 

9'-2" 

8'-4" 

7'-8" 

7'-0" 

6 '- 6 " 

9'-l" 

8'-3" 

T-T 

7'-0" 

6'-5" 

2- lOOOS 162-43 

2 '- 6 " 

2 ,- 2 " 







2 '- 6 " 

2 ,- 2 " 





— 

2- lOOOS 162-54 

5'-0" 

4'-4" 

3'-6" 

2'-9" 



4'- 11" 

4'-3" 

3'-5" 

T-1" 


2- lOOOS 162-68 

6 '- 10 " 

6 '- 0 " 

5'-3" 

4'-6" 

3'- 10" 

6'-9" 

5'-ll" 

5'-2" 

4'-5" 

3 ,- 9 " 

2- lOOOS 162-97 

lO'-O" 

9'-l" 

8'-3" 

7'-8" 

7'-0" 

9'-10" 

9'-0" 

8'-3" 

T-1" 

7'-0" 

2- 1200S 162-54 

4'-2" 

3'-7" 

3'-3" 

2 '- 11 " 



4'-l" 

3 ,- 7 " 

3 , 2 " 

2 '- 10 " 



2-1200S162-68 

T-T 

6'-7" 

5'-9" 

5'-0" 

4'-2" 

7'-6" 

6 '-6" 

5'-8" 

4'- 10" 

4'-l" 

2- 1200S 162-97 

11 '- 2 " 

lO'-l" 

9 , 3 ,, 

8 '- 6 " 

7'-10" 

11 '- 0 " 

lO'-O" 

9 , 2 " 

9 ,- 2 " 

7 ,- 9 " 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: 22360 for live loads, Z7240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 40 psf. 

Third floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


6-102 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 


TABLE R603.6(11) 

BOX-BEAM HEADER SPANS 

Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)”'*’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(50 psf) 

GROUND SNOW LOAD 
(70 psf) 

Building width” (feet) 

Building width” (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S162-33 

— 














— 



2-350S 162-43 

— 














— 



2-350S 162-54 





















2-350S 162-68 





















2-350S 162-97 

2'- 11" 

2'-5" 

2'-0" 





2'-7" 

2'-2" 







2-550S162-33 

— 



















2-550S 162-43 

















— 



2-550S 162-54 

— 







— 





— 

— 



2-550S 162-68 

2'-5" 



















2-550S 162-97 

4'-4" 

3'-10" 

3'-4" 

2'- 10" 

2'-5" 

4'-0" 

3'-6" 

3'-l" 

I'-T 

2'-2" 

2-800S 162-33 

— 













— 

— 



2-800S 162-43 

— 















— 



2-800S 162-54 

— 







— 





— 

— 



2-800S 162-68 

3'-3" 

2,-3" 

— 

— 

— 

2'-8" 



— 

— 



2-800S 162-97 

5'-ll" 

5'-2" 

4'-6" 

4'-0" 

3'-5" 

5'-6" 

4'- 10" 

4'-3" 

3'-8" 

3,-2" 

2- lOOOS 162-43 

— 



















2- lOOOS 162-54 

— 



— 

— 




— 

— 

— 

— 

2- lOOOS 162-68 

3'-9" 

2,-7" 

— 

— 

— 

3'-l" 



— 

— 



2-lOOOS 162-97 

r-o" 

6'-2" 

5'-5" 

4'-9" 

4'-2" 

6'-6" 

5'-9" 

5'-l" 

4'-5" 

3'- 10" 

2- 1200S 162-54 

— 















— 



2-1200S162-68 

4'-2" 

2'- 10" 






3'-5" 

2'-0" 

— 

— 



2- 1200S 162-97 

7'- 11" 

7'-0" 

6'-2" 

5'-5" 

4'-8" 

7'-4" 

6'-6" 

5'-9" 

5'-0" 

4'-4" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: 22360 for live loads, 22240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf 
Second floor live load is 40 psf. 

Third floor live load is 30 psf 
Attic live load is 10 psf 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-103 







WALL CONSTRUCTION 


TABLE R603.6(12) 

BOX-BEAM HEADER SPANS° '>° 

Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)°’'’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(50 psf) 

GROUND SNOW LOAD 
(70 psf) 

Building width‘ (feet) 

Building width° (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S162-33 

— 

— 





— 

— 

— 



— 

— 

2-350S 162-43 

— 

— 





— 

— 





— 

— 


2'-2" 





















2'-9" 















4'-6" 

4'-3" 




4'-3" 





2-550S 162-33 

— 

— 



1 

— 







— 



2-550S 162-43 

2'-3" 

— 



— 

— 



— 

— 

— 

— 

2-550S162-54 

y-r 

2'-ll" 

2'-3" 





3'-3" 

2'-7" 







2-550S162-68 

4'-9" 

2'-l" 

3'-6" 

3'-0" 

2'-5" 

4'-4" 

3'-9" 

3'-2" 

2'-8" 

2'-l" 

2-550S162-97 

6'-5" 

6'-l" 

y-1” 

5'-l" 

4'-8" 

6'-3" 

5'- 10" 

5'-4" 

4'- 10" 

4'-5" 

2-800S 162-33 

— 

— 





— 



— 



— 

— 

2-800S162-43 

2'-8" 

— 





— 

2'-2" 





— 

— 

2-800S162-54 

4'-3" 

3'-5" 

2'-8" 



— 

3'-9" 

3'-0" 

2'-3" 

— 

— 

2-800S 162-68 

5'-8" 

4'- 11" 

4'-2" 

y-T 

2'-n" 

5'-3" 

4'-6" 

3'- 10" 

3'-3" 

2'-7" 

2-800S 162-97 

8'-9" 

8'-0" 

I'-r 

6'-8" 

6'-2" 

8'-4" 

I’-T 

6'-ll" 

6'-4" 

5'- 10" 

2- lOOOS 162-43 

2'-4" 

2'-0" 





— 

2'-2" 





— 



2- lOOOS 162-54 

4'-8" 

3'-ll" 

3'-l" 

2'-2" 

— 

4'-3" 

3'-5" 

2'-7" 

— 

— 

2- lOOOS 162-68 

6'-5" 

5'-7" 

4'-9" 

4'-l" 

3'-4" 

5'- 11" 

5'-l" 

4'-5" 

3'-8" 

2'-l 1" 

2- lOOOS 162-97 

9'-6" 

8'-8" 

7'-ll" 

7'-3" 

6'-8" 

9'-0" 

8'-3" 

7'-6" 

6'-lI" 

6'-4" 

2- 1200S 162-54 

3'- 11" 

3'-5" 

3'-0" 

2'-4" 

— 

y-T' 

y- 2 " 

2'- 10" 

— 

— 

2-1200S162-68 

T-V 

6'-2" 

5'-3" 

4'-6" 

00 

6'-6" 

y-r 

4'-10" 

4'-0" 

3'-3" 

2- 1200S 162-97 

10'-8" 

9'-8" 

8'- 10" 

8'-l" 

r-5" 

lO'-l" 

9'-2" 

8'-5" 

r-9" 

7'-l" 


For SI: 1 inch = 25.4 mm, I foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: L/360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 40 psf. 

Third floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


6-104 


2011 OREGON RESIDENTIAL SPECIALTY CODE 







WALL CONSTRUCTION 


TABLE R603.6(13) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting Roof and Ceiling Oniy (33 ksi steel)’'*’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(20 psf) 

GROUND SNOW LOAD 
(30 psf) 

Building width’ (feet) 

Building width’ (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S162-33 

2'- 11" 

2'-4" 

— 

— 

— 

2'-5" 

— 

— 

— 



2-350S 162-43 

4'-8" 

3'- 10" 

3'-5" 

3'-l" 

2'-9" 

3'-ll" 

3'-5" 

3'-0" 

2'-8" 

2'-4" 


5'-3" 

4'-9" 


4'-l" 

3'-8" 


4'-4" 



3'-4" 

2-350S 162-68 

6'-l" 




4'-6" 

5'-8" 

5'-3" 

4'- 10" 

4'-6" 

4'-2" 

2-350S 162-97 

r-3" 

6'- 10" 

6'-5" 

6'-0" 

5'-8" 

6'- 11" 

6'-5" 

6'-0" 

5'-8" 

5'-4" 

2-550S 162-33 

4'-5" 

3'-9" 

3'-l" 

2'-6" 



3'-9" 

3'-2" 

2'-6" 





2-550S 162-43 

6'-2" 

5'-7" 

5'-0" 

4'-7" 

4'-2" 

5'-7" 

5'-0" 

4'-6" 

4'-l" 

3'-8" 

2-550S 162-54 

7 - 5 " 

6'-9" 

6'-3" 

5'-9" 

5'-4" 

6'-10" 

6'-3" 

5'-9" 

5'-4" 

4'- 11" 

2-550S 162-68 

6'-7" 

7'- 11" 

7'-4" 

6'- 10" 

6'-5" 

8'-0" 

7'-4" 

6'- 10" 

6'-5" 

6'-0" 

2-550S 162-97 

10'-5" 

9'-8" 

9'-0" 

8'-6" 

8'-0" 

9'-9" 

9'-0" 

8'-6" 

8'-0" 

7 - 7 ' 

2-800S162-33 

4'-5" 

3'-ll" 

3'-5" 

3'- 1" 

2'-4" 

3'-ll" 

3'-6" 

3'-0" 

2'-3" 



2-800S 162-43 

7 - 7 ' 

6'- 10" 

6'-2" 

5'-8" 

5'-2" 

6'- 11" 

6'-2" 

5'-7" 

5'-l" 

4'-7" 

2-800S 162-54 

9 '- 3 " 

8'-7" 

7'-ll" 

7 - 4 " 

6'- 10" 

8'-8" 

7'- 11" 

7 - 4 " 

6'-9" 

6'-3" 

2-800S 162-68 

10'-7" 

9'- 10" 

9'-4" 

8'- 10" 

8'-5" 

9'- 11" 

9'-4" 

8'-10" 

8'-4" 

7'- 11" 

2-800S 162-97 

13'-9" 

12'-9" 

12'-0" 

11 '-3" 

10'-8" 

12'- 10" 

12'-0" 

11 '-3" 

10'-7" 

lO'-O" 

2- lOOOS 162-43 

7'- 10" 

6'- 10" 

6'-l" 

5'-6" 

5'-0" 

6'-ll" 

6'-l" 

5'-5" 

4'-ll" 

4'-6" 

2-1000S162-54 

10'-5" 

9'-9" 

9'-0" 

8'-4" 

7 - 9 " 

9'-10" 

9'-0" 

8'-4" 

7 - 9 " 

7 - 1 " 

2-lOOOS 162-68 

12'-1" 

11 '-3" 

10'-8" 

lO'-l" 

9'-7" 

ll'-4" 

10'-8" 

lO'-l" 

9'-7" 

9'-l" 

2- lOOOS 162-97 

15'-3" 

14'-3" 

13'-5" 

12'-9" 

12'-2" 

14'-4" 

13'-5" 

12'-8" 

12'-1" 

1 1'-6" 

2- 1200S 162-54 

11 '-6" 

10'-9" 

lO'-O" 

9'-0" 

8'-2" 

10'- 10" 

lO'-O" 

9'-0" 

8'-l" 

7 - 4 " 

2- 1200S 162-68 

13'-4" 

12'-6" 

11 '-9" 

11 '-2" 

10'-8" 

12'-7" 

ll'-lO" 

ir-2" 

10'-7" 

10'- 1" 

2-1200S162-97 

16'-8" 

15'-7" 

14'-8" 

13'-11" 

13'-3" 

15'-8" 

14'-8" 

13'-11" 

13'-2" 

12'-7" 


For SI; I inch = 25.4 mm, I foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: L/360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-105 













WALL CONSTRUCTION 


TABLE R603.6(14) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting Roof and Ceiling Only (50 ksi steel)"’'* 


— 

MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(20 psf) 

GROUND SNOW LOAD 
(30 psf) 

Building width° (feet) 

Buiiding width° (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

4'-2" 

3'-8" 

3'-3" 

2'- 10" 

2'-6" 

3'-8" 

3'-3" 

2'-10" 

2'-5" 

2'-l" 

2-350S 162-43 

5'-5" 

5'-0" 

4'-6" 

4'-2" 

3'- 10" 

5'-0" 

4'-7" 

4'-2" 

3'-10" 

3'-6" 

2-350S 162-54 





5'-0" 

5'-ll" 

5'-8" 

5'-4" 

5'-0" 

4'-8" 

2-350S 162-68 




5'- 10" 

5'-8" 


6'-l" 

5'- 10" 

5'-8" 


2-350S 162-97 

7'-3" 

6'- 11" 

6'-8" 

6'-5" 

6'-3" 

7'-0" 

6'-8" 

6'-5" 

6'-3" 

6'-0" 

2-550S162-33 

5'-10" 

5'-3" 

4'-8" 

4'-3" 

3'-9" 

5'-3" 

4'-9" 

4'-2" 

3 ' 9 " 

3'-3" 

2-550S 162-43 

7'-9" 

7'-2" 

6'-7" 

6'-l" 

5'-8" 

7'-3" 

6'-7" 

6'-l" 

5'-8" 

5'-3" 

2-550S162-54 

8'-9" 

8'-5" 

8'-l" 

7'-9" 

7'-5" 

8'-6" 

8'-l" 

7 ' 9 " 

7'-5" 

6'-ll" 

2-550S 162-68 

9'-5" 

9'-0" 

8'-8" 

8'-4" 

8'-l" 

9'-l" 

8'-8" 

8'-4" 

8'-l" 

7'- 10" 

2-550S 162-97 

10'-5" 

lO'-O" 

9'-7" 

9'-3" 

9'-0" 

lO'-O" 

9'-7" 

9 ' 3 " 

8'-l 1" 

8'-8" 

2-800S 162-33 

4'-5" 

3'- 11" 

3'-5" 

3'-l" 

2'- 10" 

3'- 11" 

3'-6" 

3'-l" 

2'-9" 

2'-6" 

2-800S 162-43 

9'-l" 

8'-5" 

7'-8" 

6'- 11" 

6'-3" 

8'-6" 

7'-8" 

6'- 10" 

6'-2" 

5'-8" 

2-800S162-54 

lO'-lO" 

10'-2" 

9'-7" 

9'-l" 

8'-8" 

10'-2" 

9'-l" 

9'-0" 

8'-7" 

8'-l" 

2-800S 162-68 

12'-8" 

ll'-lO" 

11 '-2" 

10'-7" 

lO'-l" 

ll'-ll" 

11 '-2" 

10'-7" 

lO'-O" 

9'-7" 

2-800S 162-97 

14'-2" 

13'-6" 

13'-0" 

12'-7" 

12'-2" 

13'-8" 

13'-1" 

12'-7" 

12'-2" 

11 '-9" 

2- lOOOS 162-43 

7'- 10" 

6'- 10" 

6'-l" 

5'-6" 

5'-0" 

6'-l 1" 

6'-l" 

5'-5" 

4'-ll" 

4'-6" 

2-1000S162-54 

12'-3" 

ll'-5" 

10'-9" 

10'-3" 

9'-9" 

ll'-6" 

10'-9" 

10'-2" 

9'-8" 

8'- 11" 

2- lOOOS 162-68 

14'-5" 

13'-5" 

12'-8" 

12'-0" 

ll'-6" 

13'-6" 

12'-8" 

12'-0" 

11 '-5" 

lO'-ll" 

2- lOOOS 162-97 

17'-1" 

16'-4" 

15'-8" 

14'-H" 

14'-3" 

16'-5" 

15'-9" 

14'- 10" 

14'-1" 

13'-6" 

2- 1200S 162-54 

12'-11" 

11 '-3" 

lO'-O" 

9'-0" 

8'-2" 

ll'-5" 

lO'-O" 

9'-0" 

8'-l" 

7'-4" 

2- 1200S 162-68 

15'-11" 

14'- 10" 

14'-0" 

13'-4" 

12'-8" 

15'-0" 

14'-0" 

13'-3" 

12'-7" 

12'-0" 

2- 1200S 162-97 

19'-11" 

18'-7" 

17'-6" 

16'-8" 

15'- 10" 

18'-9" 

IT-T 

16'-7" 

15'-9" 

15'-0" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: L/360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


6-106 


2011 OREGON RESIDENTIAL SPECIALTY CODE 









WALL CONSTRUCTION 


TABLE R603.6(15) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting Roof and Ceiling Only (33 ksi steel)’’*’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(50 psf) 

GROUND SNOW LOAD 
(70 psf) 

Building width” (feet) 

Building width” (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S162-33 

— 





— 



— 

— 



— 

2-350S 162-43 

2'-6" 






— 





— 





2-350S162-54 

3'-6" 

3'-l" 

2'-8" 

2'-4" 

2'-0" 


2'-l" 






2-350S 162-68 

— 

3'-ll" 

3'-7" 

3'-3" 

2'- 11" 




2'-4" 


2-350S 162-97 



4'-8" 

4'-6" 

4'-l" 


4'-2" 




2-550S 162-33 

— 



— 

— 

— 



— 

— 



— 

2-550S 162-43 

o 

1 

3'-3" 

2'-9" 

2'-2" 



2'-6" 



— 





2-550S 162-54 

5'-l" 

4'-7" 

4'-l" 

5t 

00 

3'-4" 

3'-ll" 

3'-5" 

2'- 11" 

2'-6" 

2'-0" 

2-550S 162-68 

6'-2" 

5'-8" 

5'-2" 

4'-9" 

4'-5" 

5'-0" 

4'-6" 

4'-l" 

3'-9" 

3'-4" 

2-550S 162-97 

l'-9" 

r- 2 " 

6'-8" 

6'-3" 

5'- 11" 

6'-6" 

6'-0" 

5'-7" 

5'-2" 

4'- 10" 

2-800S 162-33 

— 












— 





2-800S 162-43 

4'- 10" 

4'-l" 

3'-6" 

2'- 11" 

2'-3" 

3'-3" 

2'-5" 







2-800S 162-54 

6'-6" 

5'- 10" 

5'-3" 

4'-9" 

4'-4" 

5'- 1" 

4'-6" 

3'-ll" 

3'-4" 

2'- 10" 

2-800S 162-68 

8'-l" 

T-5" 

6'- 10" 

6'-4" 

5'-ll" 

6'-8" 

6'-l" 

5'-6" 

5'-0" 

4'-7" 

2-800S 162-97 

10'-3" 

9'-7" 

8'- 11" 

8'-5" 

r-11" 

8'-8" 

8'-0" 

7'-6" 

7'-0" 

6'-7" 

2- lOOOS 162-43 

4'-8" 

4'-l" 

3'-8" 

3'-4" 

2'-8" 

3'-6" 

2'- 10" 

— 





2- lOOOS 162-54 

r-5" 

6'-8" 

6'-l" 

5'-6" 

5'-0" 

5'- 10" 

5'-l" 

4'-6" 

3'- 11" 

3'-4" 

2-1000S162-68 

9'-4" 

8'-7" 

7'- 11" 

7'-4" 

6'- 10" 

7'-8" 

7'-0" 

6'-4" 

5'- 10" 

5'-4" 

2- lOOOS 162-97 

11 '-9" 

11 '-0" 

10'-5" 

9'-ll" 

9'-5" 

10'-3" 

9'-7" 

8'-ll" 

8'-4" 

7'- 10" 

2- 1200S 162-54 

rs" 

6'-9" 

6'-l" 

5'-6" 

5'-0" 

5'- 10" 

5'-l" 

4'-7" 

4'-l" 

3'-9" 

2- 1200S 162-68 

10'-4" 

9'-6" 

8'- 10" 

8'-2" 

I'-T 

8'-7" 

7'-9" 

7'-l" 

6'-6" 

6'-0" 

2- 1200S 162-97 

12'-10" 

12'-1" 

11 '-5" 

10'- 10" 

10'-4" 

1 1'-2" 

10'-6" 

9'-ll" 

9'-5" 

9'-0" 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: Ly360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-107 












WALL CONSTRUCTION 


TABLE R603.6(16) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting Roof and Ceiling Only (50 ksi steel)"'*’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(50 psf) 

GROUND SNOW LOAD 
(70 psf) 

Building width° (feet) 

Building width'^ (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

2'-3" 

— 

— 





— 





— 

— 

2-350S 162-43 

3'-8" 

3'-3" 

2'- 10" 

2'-6" 

2'-2" 

2'-8" 

2'-3" 








mm 

4'-4" 


3'-8" 

3'-8" 

3'- 10" 

3'-5" 

3'-l" 

2'-9" 


2-350S 162-68 

5'-7" 



4'-ll" 

■^1 

5'-l" 


■^1 


3'-8" 

2-350S 162-97 



5'-8" 

5'-6" 

msm 

5'-8" 

5'-5" 


5'-0" 

4'- 11" 

2-550S162-33 

3'-6" 

2'- 10" 

2'-3" 





2'-0" 





— 



2-550S 162-43 

5'-5" 

4'- 10" 

4'-4" 

3'-n" 

3'-6" 

4'-2" 

3'-8" 

3'-2" 

2'-8" 

2'-3" 

2-550S 162-54 

T-2" 

6'-6" 

6'-0" 

5'-7" 

5'-2" 

5'- 10" 

5'-3" 

4'- 10" 

4'-5" 

4'-0" 

2-550S 162-68 

8'-0" 

7'-8" 

7'-3" 

6'- 11" 

6'-6" 

7'-2" 

6'-7" 

6'-l" 

5'-8" 

5'-4" 

2-550S 162-97 

8'- 11" 

8'-6" 

8'-2" 

7'-ll" 

7'-8" 

8'-l" 

7'-9" 

7'-6" 

7'-2" 

6'-ll" 

2-800S 162-33 

2'-8" 

2'-4" 

2'-l" 

I'-ll" 



2'-0" 









2-800S 162-43 

5'- 10" 

5'-2" 

4'-7" 

4'-2" 

3'- 10" 

4'-5" 

3'- 11" 

3'-6" 

3'-2" 

2'-9" 

2-800S 162-54 

8'-4" 

7'-8" 

7'-l" 

6'-7" 

6'-l" 

6'-10" 

6'-3" 

5'-8" 

5'-2" 

4'-9" 

2-800S 162-68 

9'-9" 

9'-2" 

8'-8" 

8'-3" 

7'- 10" 

8'-6" 

7'- 11" 

7'-4" 

6'- 10" 

6'-5" 

2-800S162-97 

12'-1" 

11 '-7" 

11 '-2" 

10'-8" 

10'-2" 

ll'-O" 

10'-4" 

9'-9" 

9'-3" 

8'- 10" 

2-1000S162-43 

4'-8" 

4'-l" 

2'-8" 

3'-4" 

3'-0" 

3'-6" 

10'- 1" 

2'-9" 

2'-6" 

2'-3" 

2- lOOOS 162-54 

9'-3" 

8'-2" 

7'-3" 

6'-7" 

6'-0" 

7'-0" 

6'-2" 

5'-6" 

5'-0" 

4'-6" 

2- lOOOS 162-68 

11'- 1" 

10'-5" 

9'- 10" 

9'-4" 

8'-ll" 

9'-8" 

9'-l" 

8'-5" 

7'-10" 

7'-4" 

2- lOOOS 162-97 

13'-9" 

12'-11" 

12'-2" 

11 '-7" 

ll'-l" 

ll'-l 1" 

11 '-3" 

10'-7" 

lO'-l" 

9'-7" 

2-1200S 162-54 

7'-8" 

6'-9" 

6'-l" 

5'-6" 

5'-0" 

5'-10" 

5'-l" 

4'-7" 

4'-l" 

3'-9" 

2- 1200S 162-68 

12'-3" 

11 '-6" 

lO'-ll" 

10'-4" 

9'-ll" 

10'-8" 

lO'-O" 

9'-2" 

8'-4" 

7'-7" 

2- 1200S 162-97 

15'-4" 

14'-5" 

13'-7" 

12'-11" 

12'-4" 

13'-4" 

12'-6" 

ll'-lO" 

11 '-3" 

10'-9" 


For SI: 1 inch = 25.4 mm, 1 foot = 304,8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: L/360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Roof/ceiling dead load is 12 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


6-108 


2011 OREGON RESIDENTIAL SPECIALTY CODE 













WALL CONSTRUCTION 


TABLE R603.6(17) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)’''’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(20 psf) 

GROUND SNOW LOAD 
(30 psf) 

Building width" (feet) 

Building width" (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S162-33 

— 











— 

— 

— 

— 

2-350S 162-43 

2'-2" 







— 

2'-l" 

— 

— 

— 

— 

2-350S 162-54 


2'-9" 


2'-0" 




2'-9" 

2'-4" 



bbb 

2-350S 162-68 

■SB 



2'- 11" 

2'-8" 





beb 

2-350S 162-97 


4'-9" 


4'-l" 

3'-9" 

5'-l" 

4'-8" 




2-550S 162-33 















— 

— 


2-550S 162-43 

3'-6" 

2'- 10" 

2'-3" 



— 

3'-5" 

2'-9" 

2'-2" 

— 

— 

2-550S 162-54 

4'-9" 

4'-2" 

3'-9" 

3'-3" 

2'-10" 

4'-8" 

4'-l" 

3'-8" 

3'-2" 

2'-9" 

2-550S162-68 

5'- 10" 

5'-3" 

4'- 10" 

4'-5" 

4'-l" 

5'-9" 

5'-3" 

1 

4'-9" 

4'-4" 

4'-0" 

2-550S 162-97 

7-4" 

6'-9" 

6'-4" 

5'-ll" 

5'-6" 

7-3" 

6'-9" 

6'-3" 

5'-10" 

5'-5" 

2-800S 162-33 

— 













— 

— 

— 

2-800S 162-43 

4'-4" 

3'-8" 

2'-ll" 

2'-3" 



4'-3" 

3'-6" 

2'- 10" 

2'-l" 



2-800S 162-54 

6'-l" 

5'-5" 

4'- 10" 

4'-4" 

3'- 10" 

6'-0" 

5'-4" 

4'-9" 

4'-3" 

3'-9" 

2-800S 162-68 

7'-8" 

7'-0" 

6'-5" 

5'-ll" 

5'-5" 

7-7' 

6'- 11" 

6'-4" 

5'- 10" 

5'-4" 

2-800S 162-97 

9'- 10" 

9'-l" 

8'-5" 

7'-l 1" 

7-5" 

9'-8" 

8'- 11" 

8'-4" 

r-10" 

7-4" 

2- lOOOS 162-43 

4'-4" 

3'-9" 

3'-4" 

2'-8" 

— 

4'-3" 

3'-8" 

3'-3" 

2'-6" 

— 

2-1000S162-54 

6'-ll" 

6'-2" 

5'-6" 

5'-0" 

4'-5" 

6'-10" 

6'-l" 

5'-5" 

4'- 10" 

4'-4" 

2- lOOOS 162-68 

8'-10" 

8'-l" 

7-5" 

6'- 10" 

6'-4" 

8'-8" 

7'- 11" 

7-3" 

6'-8" 

6'-2" 

2-1000S162-97 

11 '-3" 

10'-7" 

9'- 11" 

9'-5" 

8'-10" 

1 1'-2" 

10'-5" 

9'-10" 

9'-3" 

8'-9" 

2- 1200S 162-54 

7-1" 

6'-2" 

5'-6" 

5'-0" 

4'-6" 

6'-ll" 

6'-l" 

5'-5" 

4'- 10" 

4'-5" 

2- 1200S 162-68 

9'-l0" 

9'-0" 

8'-3" 

7-7' 

7-0" 

9'-8" 

OO 

1 

o 

8'-l" 

7'-6" 

6'-ll" 

2- 1200S 162-97 

12'-4" 

11 '-7" 

lO'-ll" 

10'-4" 

9'-10" 

12'-3" 

ll'-5" 

10'-9" 

10'-3" 

9'-9" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: L/360 for live loads, 77240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-109 














WALL CONSTRUCTION 


TABLE R603.6(1S) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting One Floor, Roof and Ceiling (50 ksi steel)*''’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(20 psf) 

GROUND SNOW LOAD 
(30 psf) 

Building width* (feet) 

Building width* (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

— 


— 



— 







— 



2-350S 162-43 

3'-4" 

2'- 11" 

2'-6" 

2'-2" 



3'-3" 

r-10" 

2'-5" 

2'-l" 




4'-6" 

4'-l" 



3'-0" 

4'-5" 




2'-ll" 

2-350S 162-68 

5'-0" 

4'-9" 

4'-7" 

4'-5" 



4'-8" 



4'-2" 


5'-6" 


5'-l" 


1 

4'-9" 


5'-2" 

IBB 


4'-8" 

2-550S162-33 

3'-l" 

2'-5" 







3'-0" 

2'-3" 






2-550S162-43 

5'-l" 

4'-6" 

4'-0" 

3'-6" 

3'-l" 

4'-ll" 

4'-5" 

3'- 11" 

3'-5" 

3'-0" 

2-550S 162-54 

6'-8" 

6'-2" 

5'-7" 

5'-2" 

4'-9" 

6'-6" 

6'-0" 

5'-6" 

5'-l" 

4'-8" 

2-550S 162-68 

T-T 

6'-10" 

6'-7" 

6'-4" 

6'-l" 

7'-0" 

6'-9" 

6'-6" 

6'-3" 

6'-0" 

2-550S 162-97 

7'- 11" 

I'-l" 

7'-3" 

7'-0" 

6'- 10" 

7'-9" 

7-5" 

7-2" 

6'- 11" 

6'-9" 

2-800S 162-33 

2'-5" 

2'-2" 

r-11" 





2'-5" 

2'-\" 

I'-IO" 





2-800S 162-43 

5'-5" 

4'-9" 

4'-3" 

3'-9" 

3'-5" 

5'-3" 

4'-8" 

4'-l" 

3'-9" 

3'-5" 

2-800S 162-54 

7'- 11" 

I'-T 

6'-7" 

6'-l" 

5'-7" 

r-9" 

7'-l" 

6'-6" 

6'-0" 

5'-6" 

2-800S 162-68 

9'-5" 

8'-9" 

8'-3" 

7'-9" 

7'-4" 

9'-3" 

8'-8" 

8'-2" 

7'-8" 

7-3" 

2-800S 162-97 

10'-9" 

10'-3" 

9'- 11" 

9'-7" 

9'-3" 

10'-7" 

lO'-l" 

9'-9" 

9'-5" 

9'-l" 

2- lOOOS 162-43 

4'-4" 

3'-9" 

3'-4" 

3'-0" 

2'-9" 

4'-3" 

3'-8" 

3'-3" 

2'- 11" 

2'-8" 

2- lOOOS 162-54 

8'-6" 

7'-5" 

6'-8" 

6'-0" 

5'-5" 

8'-4" 

7'-4" 

6'-6" 

5'- 10" 

5'-4" 

2- lOOOS 162-68 

10'-8" 

lO'-O" 

9'-5" 

8'- 11" 

8'-4" 

10'-7" 

9'-10" 

9'-4" 

8'-9" 

8'-3" 

2- lOOOS 162-97 

12'-11" 

12'-4" 

11 '-8" 

ll'-l" 

10'-6" 

12'-9" 

12'-2" 

11 '-6" 

10'- 11" 

10'-5" 

2- 1200S 162-54 

7'-l" 

6'-2" 

5'-6" 

5'-0" 

4'-6" 

6'- 11" 

6'-l" 

5'-5" 

4'-10" 

4'-5" 

2- 1200S 162-68 

11 '-9" 

11 '-0" 

10'-5" 

9'- 10" 

9'-l" 

1 1'-8" 

lO'-ll" 

10'-3" 

9'-9" 

8'-ll" 

2- 1200S 162-97 

14'-9" 

13'-9" 

13'-0" 

12'-4" 

ir-9" 

14'-7" 

13'-8" 

12'- 10" 

12'-3" 

ll'-8" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, I pound per square inch = 6.895 kPa. 

a. Deflection criterion: Z7360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


6-110 


2011 OREGON RESIDENTIAL SPECIALTY CODE 












WALL CONSTRUCTION 


TABLE R603.6(19) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting One Floor, Roof and Ceiling (33 ksi steel)*'' 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(50 psf) 

GROUND SNOW LOAD 
(70 psf) 

Building width" (feet) 

Building width" (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

— 

— 



— 













2-350S 162-43 

— 

— 

















2'-4" 









— 








2-350S 162-68 



2'-6" 





2'-2" 






2-350S 162-97 

4'-4" 

4'-0" 

3'-8" 

3'-4" 

3'-l" 

y-r 

3'-4" 

3'-l" 

2'-9" 

2'-6" 

2-550S 162-33 

— 


















2-550S 162-43 

2'-2" 

— 



— 













2-550S162-54 

3'-8" 

3'-2" 

2'-8" 

2'-3" 



2'- 10" 

2'-3" 



— 



2-550S162-68 

4'-9" 

4'-4" 

3'’-ll" 

3'-6" 

3'-2" 

4'-0" 

3'-6" 

3'-l" 

2'-9" 

2'-4" 

2-550S162-97 

6'-3" 

5'-9" 

5'-4" 

5'-0" 

4'-8" 

5'-6" 

5'-0" 

4'-7" 

4'-3" 

3'-ll" 

2-800S 162-33 

— 

— 



— 












2-800S 162-43 

2'- 11" 

2'-0" 



— 








— 



2-800S 162-54 

4'-9" 

4'-2" 

3'-7" 

3'-l" 

I'-l" 

3'-9" 

3'-l" 

2'-5" 





2-800S 162-68 

6'-4" 

5'-9" 

5'-3" 

4'-9" 

4'-4" 

5'-4" 

4'-9" 

4'-3" 

3'-10" 

3'-4" 

2-800S 162-97 

8'-5" 

7'-9" 

7'-3" 

6'-9" 

6'-4" 

7'-4" 

6'-9" 

6'-3" 

5'-10" 

5'-5" 

2- lOOOS 162-43 

3'-4" 

2'-5" 



— 













2- lOOOS 162-54 

5'-6" 

4'-10" 

4'-2" 

3'-7" 

3'-0" 

4'-4" 

3'-7" 

2'-ll" 

I’-T 



2-1000S162-68 

7'-4" 

6'-8" 

6'-l" 

5'-7" 

5'-l" 

6'-3" 

5'-7" 

5'-0" 

4'-5" 

4'-0" 

2- lOOOS 162-97 

9'- 11" 

8'-3" 

8'-7" 

8'-l" 

T-1" 

8'-9" 

8'-l" 

7'-6" 

7'-0" 

6'-6" 

2- 1200S 162-54 

5'-6" 

4'- 10" 

4'-4" 

3'- 11" 

3'-5" 

4'-5" 

3'- 11" 

3'-3" 

2'-6" 



2- 1200S 162-68 

8'-2" 

7'-5" 

6'-9" 

6'-3" 

5'-8" 

6'-ll" 

6'-3" 

5'-7" 

5'-0" 

4'-6" 

2- 1200S 162-97 

lO'-lO" 

10'-2" 

9'-8" 

9'-2" 

8'-7" 

9'-9" 

9'-2" 

8'-6" 

7'-ll" 

7'-5" 


For SI; 1 inch = 25.4 mm, I foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: £7360 for live loads, £7240 for total loads. 

b. Design load assumptions; 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-111 








WALL CONSTRUCTION 


TABLE R603.6(20) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting One Floor, Roof and Ceiling (50 ksl steel)’’*’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(50 psf) 

GROUND SNOW LOAD 
(70 psf) 

Building width” (feet) 

Building width” (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 











— 



— 

— 

— 

2-350S 162-43 

2'-6" 

2'-0" 







— 





— 




3'-8" 

3'-3" 


2'-7" 



2'-7" 


— 



2-350S 162-68 

4'-7" 

4'-5" 

4'-l" 

3'-9" 

3'-6" 

4'-2" 

3'-9" 

3'-5" 

3'-l" 

2'- 10" 

2-350S 162-97 

5'-l" 

4'-10" 

4'-8" 

4'-6" 

4'-5" 

4'-10" 

4'-7" 

4'-5" 

4'-3" 

4'-l" 

2-550S162-33 















— 

— 

— 

2-550S 162-43 

3'- 11" 

3'-5" 

2'- 11" 

2'-5" 



3'-0" 

2'-5" 

— 

— 

— 

2-550S 162-54 

5'-7" 

5'-0" 

4'-7" 

4'-2" 

3'-9" 

4'-8" 

4'-2" 

3'-8" 

3'- 3" 

2'- 11" 

2-550S 162-68 

6'-7" 

6'-4" 

S'-ll" 

5'-6" 

5'-l" 

6'-0" 

5'-6" 

5'-0" 

4'-7" 

4'-3" 

2-550S 162-97 

7'-4" 

r- 0 " 

6'-9" 

6'-6" 

6'-4" 

6'-ll" 

6'-8" 

6'-5" 

6'-2" 

6'-0" 

2-800S162-33 

I'-ll" 















— 



2-800S 162-43 

4'-2" 

3'-8" 

3'-4" 

3'-0" 

2'-6" 

3'-5" 

3'-0" 

2'-4" 

— 

— 

2-800S 162-54 

6'-T 

5'-ll" 

5'-5" 

4'-ll" 

4'-6" 

5'-6" 

4'- 11" 

4'-5" 

3'- 11" 

3'-6" 

2-800S 162-68 

00 



7'-8" 

7'-l" 

6'-8" 

6'-2" 

T-T 

6'-7" 

6'-l" 

5'-7" 

5'-2" 

2-800S 162-97 

9'-ll" 

9'-6" 

9'-2" 

8'-10" 

8'-7" 

9'-5" 

9'-0" 

8'-7" 

8'-2" 

T-9" 

2-1000S162-43 

3'-4" 

2'- 11" 

2'-7" 

2'-5" 

2'-2" 

2'-8" 

2'-5" 

2'-2" 

I'-ll" 

— 

2- lOOOS 162-54 

6'-7" 

5'- 10" 

5'-3" 

4'-9" 

4'-4" 

5'-4" 

4'-9" 

4'-3" 

3'- 10" 

3'-6" 

2- lOOOS 162-68 

9'-4" 

8'-9" 

8'-l" 

T-T 

7'-l" 

8'-3" 

T-T 

6'- 11" 

6'-5" 

5'-ll" 

2- lOOOS 162-97 

ll'-7" 

1 

10'- 11" 

10'-4" 

9'- 10" 

9'-5" 

10'-5" 

9'-10" 

9'-3" 

8'- 10" 

8'-5" 

2- 1200S 162-54 

5'-6" 

4'-10" 

4'-4" 

3'- 11" 

3'-7" 

4'-5" 

3'- 11" 

3'-6" 

3'-2" 

2'- 11" 

2- 1200S 162-68 

10'-4" 

9'-8" 

8'-8" 

7'-ll" 

T-T 

8'- 11" 

7'- 11" 

T-T 

6'-5" 

5'-10" 

2- 1200S 162-97 

12'-11" 

12'-2" 

ll'-6" 

1 1'-O" 

10'-6" 

11 '-8" 

1 1'-O" 

10'-5" 

9'- 10" 

9'-5" 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: fV360 for live loads, L/240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 1 0 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


6-112 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 


TABLE R603.6(21) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)^'’’ 


MEMBER 

DESIGNATION 

GROUND SNOW LOAD 
(20 psf) 

GROUND SNOW LOAD 
(30 psf) 

Building width'^ (feet) 

Building width‘ (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

— 

— 



— 













2-350S 162-43 

— 



















2-350S 162-54 




















2-350S 162-68 

2'-5" 








mmm 








2-350S 162-97 

3'-6" 

3'-2" 

2'- 10" 

2'-6" 

2'-3" 

3'-6" 

3'-l" 

2'-9" 

2'-6" 

2'-3" 

2-550S 162-33 

— 


















2-550S 162-43 





















2-550S 162-54 

2'-6" 









2'-5" 

— 







2-550S 162-68 

3'-9" 

3'-3" 

2'-9" 

2'-4" 



3'-8" 

3'-2" 

2'-9" 

2'-4" 

— 

2-550S 162-97 

5'- 3" 

4'-9" 

4'-4" 

3'- 11" 

3'-8" 

5'-2" 

4'-8" 

4'-3" 

3'-ll" 

3'-7" 

2-800S 162-33 

— 



















2-800S 162-43 

— 

— 



— 

— 



— 





— 

2-800S 162-54 

3'-5" 

2'-8" 

— 

— 

— 

3'-4" 

2'-7" 

— 



— 

2-800S 162-68 

5'-l" 

4'-5" 

3'-ll" 

3'-4" 

2'-l 1" 

5'-0" 

4'-4" 

3'-10" 

3'-4" 

2'- 10" 

2-800S 162-97 

7'-0" 

6'-5" 

5'-ll" 

5'-5" 

5'-0" 

7'-0" 

6'-4" 

5'-10" 

5'-5" 

5'-0" 

2- lOOOS 162-43 

— 

— 



— 





— 





— 

2- lOOOS 162-54 

3'- 11" 

3'-l" 

2'-3" 





3'- 10" 

3'-0" 

2'-2" 





2- lOOOS 162-68 

5'-10" 

5'-2" 

4'-6" 

4'-0" 

3'-5" 

5'-9" 

5'-l" 

4'-6" 

3'-ll" 

3'-4" 

2-1000S162-97 

8'-5" 

7'-8" 

I'-V 

6'-6" 

6'-l" 

8'-4" 

I'-T 

7'-0" 

6'-6" 

6'-0" 

2- 1200S 162-54 

4'-2" 

3'-6" 

I’-T 





4'-l" 

3'-5" 

2'-6" 





2- 1200S 162-68 

6'-6" 

5'-9" 

5'-\" 

4'-6" 

3'- 11" 

6'-6" 

5'-8" 

5'-0" 

4'-5" 

3'- 10" 

2- 1200S 162-97 

9'-5" 

8'-8" 

00 

1 

o 

7'-5" 

6'-ll" 

9'-5" 

8'-7" 

7'-ll" 

r-4" 

6'- 10" 


For SI; 1 inch = 25.4 mm, I foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: 77360 for live loads, Z7240 for total loads. 

b. Design load assumptions; 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 40 psf. 

Third floor live load is 30 psf. 

Attic live load is 1 0 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-113 






WALL CONSTRUCTION 


TABLE R603.6(22) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)’’ " 




GROUND SNOW LOAD 



GROUND SNOW LOAD 





(20 psf) 





(30 psf) 



MEMBER 

DESIGNATION 

Building width’ (feet) 

Building width’ (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 





















2-350S 162-43 



— 


— 

— 

— 





— 

— 


2'-9" 

2'-3" 







2'-8" 

2'-3" 



— 




3'-ll" 

3'-6" 

3'-2" 

2'-10" 

2'-6" 

3'- 11" 

3'-6" 

3'-l" 

2'-9" 

2'-6" 

2-350S 162-97 

4'-9" 

4'-6" 

4'-4" 

4'-l" 

3'-10" 

4'-8" 

4'-6" 

4'-4" 

4'-l" 

3'-9" 

2-550S162-33 



— 

— 



— 

— 



— 

— 

— 

2-550S 162-43 

2'-9" 

2'-0" 

— 





2'-8" 



— 

— 

— 

2-550S 162-54 

4'-5" 

3'- 10" 

3'-4" 

2'-ll" 

2'-5" 

4'-4" 

3'-9" 

3'-3" 

2'- 10" 

2'-5" 

2-550S 162-68 

5'-8" 

5'-2" 

4'-8" 

4'-3" 

3'- 11" 

5'-8" 

5'-l" 

4'-8" 

4'-3" 

3'- 10" 

2-550S 162-97 

6'- 10" 

6'-6" 

6'-3" 

6'-0" 

5'-7" 

6'-9" 

6'-5" 

6'-3" 

5'-ll" 

5'-6" 

2-800S 162-33 



— 

— 



— 

— 



— 

— 

— 

2-800S 162-43 

3'-2" 

2'-7" 







3'-l" 

2'-6" 


— 



2-800S 162-54 

5'-2" 

4'-7" 

4'-0" 

3'-6" 

3'-0" 

5'-2" 

4'-6" 

3'- 11" 

3'-5" 

2'- 11" 

2-800S 162-68 

6'- 11" 

6'-3" 

5'-8" 

5'-2" 

4'-9" 

6'- 10" 

6'-2" 

5'-7" 

5'-2" 

4'-8" 

2-800S 162-97 

9'-3" 

8'-8" 

8'-3" 

7'-9" 

T-A" 

9'-2" 

8'-8" 

8'-2" 

7-9" 

7'-4" 

2- lOOOS 162-43 

2'-6" 

2'-2" 

2'-0" 





2'-6" 

2'-2" 

I'-H" 





2- lOOOS 162-54 

5'-0" 

4'-4" 

3'-ll" 

3'-6" 

3'-2" 

4'-ll" 

4'-4" 

3'- 10" 

3'-6" 

7-1" 

2- lOOOS 162-68 

7'-10" 

r-2" 

6'-6" 

5'-l 1" 

5'-6" 

7'-9" 

r-\" 

6'-5" 

5'- 11" 

5'-5" 

2- lOOOS 162-97 

lO'-l" 

9'-5" 

8'-ll" 

8'-6" 

8'-0" 

lO'-O" 

9'-5" 

8'-10" 

8'-5" 

7'-ll" 

2- 1200S 162-54 



— 

— 

— 

— 

— 

— 

— 

— 

— 

2-1200S162-68 

7'-4" 

6'-8" 

6'-l" 

5'-6" 

5'-l" 

7'-3" 

6'-7" 

6'-0" 

5'-6" 

5'-0" 

2- 1200S 162-97 

9'-5" 

8'-8" 

8'-l" 

7'-6" 

7'-l" 

9'-4" 

8'-8" 

8'-0" 

7-6" 

7'-0" 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: Z7360 for live loads, 27240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 40 psf 
Third floor live load Is 30 psf 
Attic live load is 10 psf 

c. Building width is in the direction of horizontal framing members supported by the header 


6-114 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 


TABLE R603.6(23) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting Two Floors, Roof and Ceiling (33 ksi steel)*' 




GROUND SNOW LOAD 



GROUND SNOW LOAD 





(50 psf) 





(70 psf) 



MEMBER 

DESIGNATION 

Building width'^ (feet) 

Building width*^ (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

















— 

— 

2-350S 162-43 

— 

— 



— 

— 

— 

— 

— 

— 

— 

2-350S 162-54 








































2-350S 162-97 

3'-3" 





3'-l" 





2-550S 162-33 

— 




— 





— 

— 

— 

— 

2-550S 162-43 







— 





— 

— 

— 

— 

2-550S 162-54 

2'-2" 











— 

— 



— 

2-550S 162-68 

3'-6" 

3'-0" 

2'-6" 

2'-l" 



3'-2" 

2'-9" 

2'-3" 

— 

— 

2-550S 162-97 

5'-0" 

4'-6" 

4'-l" 

3'-9" 

3'-5" 

4'-8" 

4'-3" 

3'- 11" 

3'-7" 

3'-3" 

2-800S 162-33 

















— 

— 

2-800S 162-43 






— 





— 

— 

— 

— 

2-800S 162-54 

3'-0" 

2'-3" 



— 



I'-T 

— 

— 

— 

— 

2-800S 162-68 

4'-9" 

4'-2" 

3'-7" 

3'-l" 

2'-7" 

4'-5" 

3'- 10" 

3'-3" 

2'-9" 

2'-3" 

2-800S 162-97 

6'-9" 

6'-l" 

5'-7" 

5'-2" 

4'-9" 

6'-4" 

1 

o 

5'-4" 

4'-ll" 

4'-7" 

2- lOOOS 162-43 

1 





— 





— 



— 

— 

2-1000S162-54 

3'-6" 

2'-8" 







3'-l" 

2'-2" 



— 

— 

2- lOOOS 162-68 

5'-6" 

4'- 10" 

4'-2" 

3'-7" 

3'-l" 

5'-l" 

4'-6" 

3'- 10" 

3'-4" 

2'-9" 

2- lOOOS 162-97 

8'-0" 

7'-4" 

6'-9" 

6'-3" 

5'-9" 

I'-T 

7'-0" 

6'-5" 

5'-ll" 

5'-6" 

2- 1200S 162-54 

3'- 11" 

3'-0" 

2'-0" 

— 



3'-5" 

2'-6" 

— 

— 

— 

2-1 200S 162-68 

6'-2" 

5'-5" 

4'-9" 

4'-l" 

3'-6" 

5'-9" 

5'-0" 

4'-4" 

3'-9" 

3'-2" 

2- 1200S 162-97 

9'-l" 

8'-4" 

7'-8" 

7'-l" 

6'-7" 

8'-8" 

7'- 11" 

7'-4" 

6'-9" 

6'-3" 


For SI; 1 inch = 25.4 mm, I foot = 304.8 mm, I pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: 77360 for live loads, 77240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf 
Roof/ceiling dead load is 12 psf. 

Second floor live load is 40 psf. 

Third floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-115 





WALL CONSTRUCTION 


TABLE R603.6(24) 

BACK-TO-BACK HEADER SPANS 
Headers Supporting Two Floors, Roof and Ceiling (50 ksi steel)"''’ 




GROUND SNOW LOAD 



GROUND SNOW LOAD 





(50 psf) 





(70 psO 



MEMBER 

DESIGNATION 

Building width" (feet) 

Building width" (feet) 

24 

28 

32 

36 

40 

24 

28 

32 

36 

40 

2-350S 162-33 

— 

— 

— 





— 









2-350S 162-43 

— 

— 

— 





— 





— 



2-350S 162-54 

2'-6" 

2'-l" 
















2-350S 162-68 

3'-9" 

3'-4" 

2'- 11" 

2'-7" 

2'-4" 

3'-6" 

3'-l" 

2'-9" 

2'-5" 

2'-2" 

2-350S 162-97 

4'-6" 

4'-4" 

4'-2" 

3'-ll" 

OO 

1 

4'-4" 

4'-2" 

4'-0" 

3'-9" 

3'-6" 

2-550S162-33 

— 

— 

— 














2-550S 162-43 

2'-5" 

— 

— 



— 

— 



— 

■ 



2-550S 162-54 

4'-l" 

3'-7" 

3'-l" 

2'-7" 

2'-2" 

3'- 10" 

3'-3" 

2'- 10" 

2'-4" 



2-550S 162-68 

5'-5" 

4'-ll" 

4'-5" 

4'-0" 

3'-8" 

5'-l" 

4'-7" 

4'-2" 

3'- 10" 

3'-5" 

2-550S 162-97 

6'-5" 

6'-2" 

5'- 11" 

5'-9" 

5'-4" 

6'-3" 

6'-0" 

5'-9" 

5'-6" 

5'-2" 

2-800S 162-33 

— 

— 

— 





— 





— 



2-800S 162-43 

2'- 11" 

2'-2" 

— 





2'-6" 









2-800S 162-54 

4'- 11" 

4'-3" 

3'-8" 

3'-2" 

2'-8" 

4'-6" 

3'-ll" 

3'-5" 

2'- 11" 

2'-4" 

2-800S 162-68 

6'-7" 

5'-ll" 

5'-4" 

4'- 11" 

4'-6" 

6'-2" 

5'-7" 

5'-l" 

4'-8" 

4'-3" 

2-800S 162-97 

8'-9" 

8'-5" 

7'- 11" 

7'-6" 

7'-0" 

8'-5" 

8'-l" 

T-9" 

7'-3" 

6'- 10" 

2- lOOOS 162-43 

2'-4" 

2'-l" 

— 





2'-2" 

I'-ll" 







2- lOOOS 162-54 

4'-8" 

4'-l" 

3'-8" 

3'-3" 

3'-0" 

4'-4" 

3'-10" 

3'-5" 

3'-l" 

2'-9" 

2- lOOOS 162-68 

7'-6" 

6'-9" 

6'-2" 

5'-8" 

5'-2" 

7'-l" 

6'-5" 

5'- 10" 

5'-4" 

4'-ll" 

2- lOOOS 162-97 

9'-9" 

9'-2" 

8'-7" 

8'-2" 

7'-8" 

9'-5" 

8'-10" 

8'-5" 

7'-ll" 

r-5" 

2-1200S162-54 

— 

— 

— 















2-1200S162-68 

7'-0" 

6'-4" 

5'-9" 

5'-3" 

4'-9" 

6'-7" 

6'-0" 

5'-5" 

5'-0" 

4'-6" 

2- 1200S 162-97 

9'-l" 

8'-4" 

r-9" 

7'-3" 

6'-9" 

8'-8" 

8'-0" 

7'-6" 

7'-0" 

6'-7" 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per square inch = 6.895 kPa. 

a. Deflection criterion: L/360 for live loads, 72240 for total loads. 

b. Design load assumptions: 

Second floor dead load is 10 psf. 

Roof/ceiling dead load is 12 psf. 

Second floor live load is 40 psf. 

Third floor live load is 30 psf. 

Attic live load is 10 psf. 

c. Building width is in the direction of horizontal framing members supported by the header 


6-116 


2011 OREGON RESIDENTIAL SPECIALTY CODE 







WALL CONSTRUCTION 


TABLE R603.7(1) I 

TOTAL NUMBER OF JACK AND KING STUDS REQUIRED AT EACH END OF AN OPENING 


SIZE OF OPENING 
(feet-inches) 

24” O.C. STUD SPACING 

16" O.C. STUD SPACING 

No. of jack studs 

No. of king studs 

No. of jack studs 

No. of king studs 

Up to 3'-6" 

1 

1 

1 

1 

> 3'-6" to 5'-0" 

1 

2 


2 

> 5'-0" to 5'-6" 

1 

2 

2 

2 

> 5'-6" to 8'-0" 

1 

2 

2 

2 

> 8'-0" to 10'-6" 

2 

2 

2 

3 

> 10'-6" to 12'-0" 

2 

2 

3 

3 

> 12'-0"to 13'-0" 

2 

3 

3 

3 

> 13'-0" to 14'-0" 

2 

3 

3 

4 

> 14'-0"to 16'-0" 

2 

3 

3 

4 

> 16'-0" to 18'-0" 

3 

3 

4 

4 


For SI: 1 inch = 25.4 mm, I foot = 304.8 mm. 


TABLE R603.7(2) I 

HEADER TO KING STUD CONNECTION REQUIREMENTS* 


HEADER SPAN 
(feet) 

BASIC WIND SPEED (mph), EXPOSURE 

85 B or Seismic Design 
Categories A, B, C, D, and D, 

85 C or less than 110 B 

Less than HOC 

<4' 

4-No. 8 screws 

4-No. 8 screws 

6-No. 8 screws 

> 4' to 8' 

4-No. 8 screws 

4-No. 8 screws 

8-No. 8 screws 

> 8' to 12' 

4-No. 8 screws 

6-No. 8 screws 

10-No. 8 screws 

> 12'to 16' 

4-No. 8 screws 

8-No. 8 screws 

12-No. 8 screws 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, I mile per hour = 0.447 m/s, 1 pound = 4.448 N. 

a. All screw sizes shown are minimum. 

b. For headers located on the first floor of a two-story building or the first or second floor of a three-story building, the total number of screws is permitted to be 
reduced by 2 screws, but the total number of screws shall be no less than 4. 

c. For roof slopes of 6: 12 or greater, the required number of screws may be reduced by half, but the total number of screws shall be no less than four. 

d. Screws can be replaced by an uplift connector which has a capacity of the number of screws multiplied by 1 64 pounds (e.g., 12-No. 8 screws can be replaced by an 
uplift connector whose capacity exceeds 12 x 164 pounds = 1,968 pounds). 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-117 











WALL CONSTRUCTION 


TABLE R603.8 

HEAD AND SILL TRACK SPAN 
Fy = 33 ksl 


BASIC WIND SPEED 
(mph) 

ALLOWABLE HEAD AND SILL TRACK SPAN' '’ ^ 

(ft-in.) 

EXPOSURE 

TRACK DESIGNATION 

B 

c 

350T125-33 

350T1 25-43 

350T1 25-54 

550T1 25-33 

550T1 25-43 

550T1 25-54 

85 

— 

5'-0" 

5'-7" 

6'-2" 

5'- 10" 

6'-8" 

7'-0" 

90 

— 

4'-10" 

5'-5" 

6'-0" 

5'-8" 

6'-3" 

6'- 10" 

100 

85 

4'-6" 

5'-l" 

5'-8" 

5'-4" 

5'-ll" 

6'-5" 



4'-2" 

4'-9" 

5'-4" 

5'-l" 

5'-r 

6'-l" 

120 

100 

3'- 11" 

4'-6" 

5'-0" 

4'-10" 

5'-4" 

5'- 10" 

130 

no 

3'-8" 

4'-2" 

4'-9" 

4'-l" 

5'-l" 

y-T 

140 

120 

y-T 

4'-l" 

4'-7" 

3'-6" 

4'-U" 

5'-5" 

150 

130 

3'-5" 

3'- 10" 

4'-4" 

2'-ll" 

4'-7" 

5'-2" 

— 

140 

3'-l" 

3'-6" 

4'-l" 

2'-3" 

4'-0" 

4'- 10" 

— 

150 

2'-9" 

3'-4" 

3'-10" 

2'-0" 

y-T 

4'-T 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s. 

a. Deflection limit: L/240. 

b. Head and sill track spans are based on components and cladding wind speeds and 48 inch tributary span. 

c. For openings less than 4 feet in height that have both a head track and sill track, the above spans are permitted to be multiplied by 1 .75. For openings less than or 
equal to 6 feet in height that have both a head track and a sill track, the above spans are permitted to be multiplied by a factor of 1 .5. 



FIGURE R603.9 

STRUCTURAL SHEATHING FASTENING PATTERN 


6-118 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 


DOUBLE STUDS BACK TO BACK WITH 
OUTSIDE STUD CAPPED WITH TRACK 


NO. 8 SHEATHING ATTACHMENT 
SCREWS AS REQUIRED BY 
SECTION R603.9.3 


NO. 8 SCREWS ATTACHING 
TRACK TO STUD AT 8 IN. 
O.C. EACH FLANGE 


PLYWOOD. OSB OR GWB- 
SHEATHING PER SHEARWALL 
REQUIREMENTS 


OUTSIDE FACE |> 



DOUBLE ROW OF NO. 8 SCREWS 
AT 12 IN. O.C. 

HOLDOWN AS REQUIRED BY 
SECTION R603.9.4 


INSIDE FACE 

WALLBOARD BACKING STUDS 


<\ INSIDE FACE 


For SI: 1 inch = 25.4 mm. 


FIGURE R603.9.2 

CORNER STUD HOLD DOWN DETAIL 


TABLE R603.9.2(1) 

MINIMUM PERCENTAGE OF FULL HEIGHT 
STRUCTURAL SHEATHING ON EXTERIOR WALLS' *’ 


WALL SUPPORTING 

ROOF SLOPE 

BASIC WIND SPEED AND EXPOSURE 
(mph) 

85 

B 

90 

B 

100 

B 

< 110 

B 

100 c 

<110C 



85 C 

90 C 

Roof and ceiling only 
(One story or top floor of 
two or three story building) 

3:12 

8 

9 

9 

12 

16 

20 

6:12 

12 

13 

15 

20 

26 

35 

9:12 

21 

23 

25 

30 

50 

58 

12:12 

30 

33 

35 

40 

66 

75 

One story, roof and ceiling 
(First floor of a two-story 
building or second floor of a 
three story building) 

3:12 

24 

27 

30 

35 

50 

66 

6:12 

25 

28 

30 

40 

58 

74 

9:12 

35 

38 

40 

55 

74 

91 

12:12 

40 

45 

50 

65 

100 

115 

Two story, roof and ceiling 
(First floor of a three story 
building) 

3:12 

40 

45 

51 

58 

84 

112 

6:12 

38 

43 

45 

60 

90 

113 

9:12 

49 

53 

55 

80 

98 

124 

12:12 

50 

57 

65 

90 

134 

155 


For SI: 1 mile per hour = 0.447 m/s. 

a. Linear interpolation is permitted. 

b. For hip-roofed homes the minimum percentage of full height sheathing, based upon wind, is permitted to be multiplied by a factor of 0.95 for roof slopes not 
exceeding 7: 12 and a factor of 0.9 for roof slopes greater than 7:12. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-119 






WALL CONSTRUCTION 


TABLE R603.9.2(2) 

FULL HEIGHT SHEATHING LENGTH ADJUSTMENT FACTORS 


PLAN ASPECT RATIO 

LENGTH ADJUSTMENT FACTORS 

Short wall 

Long wall 

1:1 

1.0 

1.0 

1.5:1 

1.5 

0.67 

2:1 

2.0 

0.50 

3:1 

3.0 

0.33 

4:1 

4.0 

0.25 


R606.2 Thickness of masonry. The nominal thickness of 
masonry walls shall conform to the requirements of Sections 
R606.2.1 through R606.2.4. 

R606.2.1 Minimum thickness. The minimum thickness of 
masonry bearing walls more than one story high shall be 8 
inches (203 mm). Solid masonry walls of one-story dwell- 
ings and garages shall not be less than 6 inches (152 mm) in 
thickness when not greater than 9 feet (2743 mm) in height, 
provided that when gable construction is used, an additional 
6 feet (1829 mm) is permitted to the peak of the gable. 
Masonry walls shall be laterally supported in either the hori- 
zontal or vertical direction at intervals as required by Sec- 
tion R606.9. 

R606.2.2 Rubble stone masonry wall. The minimum 
thickness of rough, random or coursed rubble stone 
masonry walls shall be 16 inches (406 mm). 

R606.2.3 Change in thickness. Where walls of masonry of 
hollow units or masonry-bonded hollow walls are decreased 
in thickness, a course of solid masonry shall be constructed 
between the wall below and the thinner wall above, or spe- 
cial units or construction shall be used to transmit the loads 
from face shells or wythes above to those below. 

R606.2.4 Parapet walls. Unreinforced solid masonry para- 
pet walls shall not be less than 8 inches (203 mm) thick and 
their height shall not exceed four times their thickness. 
Unreinforced hollow unit masonry parapet walls shall be 
not less than 8 inches (203 mm) thick, and their height shall 
not exceed three times their thickness. Masonry parapet 
walls in areas subject to wind loads of 30 pounds per square 
foot (1.44 kPa) located in Seismic Design Category D, or 
Dj, or on townhouses in Seismic Design Category C shall be 
reinforced in accordance with Section R606.12. 

R606.3 Corbeled masonry. Corbeled masonry shall be in 
accordance with Sections R606.3.1 through R606.3.3. 

R606.3.1 Units. Solid masonry units or masonry units fdled 
with mortar or grout shall be used for corbeling. 

R606.3.2 Corbel projection. The maximum projection of 
one unit shall not exceed one-half the height of the unit or 
one-third the thickness at right angles to the wall. The maxi- 
mum corbeled projection beyond the face of the wall shall 
not exceed: 


1. One-half of the wall thickness for multi wythe walls 
bonded by mortar or grout and wall ties or masonry 
headers, or 

2. One-half the wythe thickness for single wythe walls, 
masonry-bonded hollow walls, multiwythe walls 
with open collar joints and veneer walls. 

R606.3.3 Corbeled masonry supporting floor or 
roof-framing members. When corbeled masonry is used to 
support floor or roof-framing members, the top course of 
the corbel shall be a header course or the top course bed joint 
shall have ties to the vertical wall. 

R606.4 Support conditions. Bearing and support conditions 
shall be in accordance with Sections R606.4.] and R606.4.2. 

R606.4.1 Bearing on support. Each masonry wythe shall 
be supported by at least two-thirds of the wythe thickness. 

R606.4.2 Support at foundation. Cavity wall or masonry 
veneer construction may be supported on an 8-inch (203 
mm) foundation wall, provided the 8-inch (203 mm) wall is 
corbeled to the width of the wall system above with masonry 
constructed of solid masonry units or masonry units filled 
with mortar or grout. The total horizontal projection of the 
corbel shall not exceed 2 inches (51 mm) with individual 
corbels projecting not more than one-third the thickness of 
the unit or one-half the height of the unit. The hollow space 
behind the corbeled masonry shall be filled with mortar or 
grout. 

R606.5 Allowable stresses. Allowable compressive stresses in 
masonry shall not exceed the values prescribed in Table 
R606.5. In determining the stresses in masonry, the effects of 
all loads and conditions of loading and the influence of all 
forces affecting the design and strength of the several parts 
shall be taken into account. 

R606.5.1 Combined units. In walls or other structural 
members composed of different kinds or grades of units, 
materials or mortars, the maximum stress shall not exceed 
the allowable stress for the weakest of the combination of 
units, materials and mortars of which the member is com- 
posed. The net thickness of any facing unit that is used to 
resist stress shall not be less than 1.5 inches (38 mm). 

R606.6 Piers. The unsupported height of masonry piers shall 
not exceed ten times their least dimension. When structural 
clay tile or hollow concrete masonry units are used for isolated 


6-120 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






WALL CONSTRUCTION 


piers to support beams and girders, the cellular spaces shall be 
filled solidly with concrete or Type M or S mortar, except that 
unfilled hollow piers may be used if their unsupported height is 
not more than four times their least dimension. Where hollow 
masonry units are solidly filled with concrete or Type M, S or N 
mortar, the allowable compressive stress shall be permitted to 
be increased as provided in Table R606.5. 


TABLE R606.5 

ALLOWABLE COMPRESSIVE STRESSES FOR 
EMPIRICAL DESIGN OF MASONRY 



ALLOWABLE COMPRESSIVE 
STRESSES" GROSS 
CROSS-SECTIONAL AREA" 

CONSTRUCTION; COMPRESSIVE 
STRENGTH OF UNIT, GROSS AREA 

Type M or S 
mortar 

Type N 
mortar 

Solid masonry of brick and other 
solid units of clay or shale; 
sand-lime or concrete brick: 



8,000-1- psi 

350 

300 

4,500 psi 

225 

200 

2,500 psi 

160 

140 

1,500 psi 

115 

100 

Grouted'^ masonry, of clay or shale; 
sand-lime or concrete: 



4,500-1- psi 

225 

200 

2,500 psi 

160 

140 

1,500 psi 

115 

100 

Solid masonry of solid concrete 
masonry units: 



3,000-1- psi 

225 

200 

2,000 psi 

160 

140 

1,200 psi 

115 

100 

Masonry of hollow load-bearing 
units: 



2,000-1- psi 

140 

120 

1,500 psi 

115 

100 

1,000 psi 

75 

70 

700 psi 

60 

55 

Hollow walls (cavity or masonry 
bonded'’) solid units: 



2,500-f psi 

160 

140 

1,500 psi 

115 

100 

Hollow units 

75 

70 

Stone ashlcU" masonry: 



Granite 

720 

640 

Limestone or marble 

450 

400 

Sandstone or cast stone 

360 

320 

Rubble stone masonry: 



Coarse, rough or random 

120 

100 


For SI: 1 pound per square inch = 6.895 kPa. 

a. Linear interpolation shall be used for determining allowable stresses for 
masonry units having compressive strengths that are intermediate between 
those given in the table. 

b. Gross cross-sectional area shall be calculated on the actual rather than nomi- 
nal dimensions. 

c. See Section R608. 

d. Where floor and roof loads are carried upon one wythe, the gross cross-sec- 
tional area is that of the wythe under load; if both wythes are loaded, the 
gross cross-sectional area is that of the wall minus the area of the cavity 
between the wythes. Walls bonded with metal ties shall be considered as 
cavity walls unless the collar joints are filled with mortar or grout. 


R606.6.1 Pier cap. Hollow piers shall be capped with 4 
inches (102 mm) of solid masonry or concrete or shall have 
cavities of the top course filled with concrete or grout or 
other approved methods. 

R606.7 Chases. Chases and recesses in masonry walls shall 
not be deeper than one-third the wall thickness, and the maxi- 
mum length of a horizontal chase or horizontal projection 
shall not exceed 4 feet (1219 mm), and shall have at least 8 
inches (203 mm) of masonry in back of the chases and 
recesses and between adjacent chases or recesses and the 
jambs of openings. Chases and recesses in masonry walls 
shall be designed and constructed so as not to reduce the 
required strength or required fire resistance of the wall and in 
no case shall a chase or recess be permitted within the 
required area of a pier. Masonry directly above chases or 
recesses wider than 12 inches (305 mm) shall be supported on 
noncombustible lintels. 

R606.8 Stack bond. In unreinforced masonry where masonry 
units are laid in stack bond, longitudinal reinforcement consist- 
ing of not less than two continuous wires each with a minimum 
aggregate cross-seetional area of 0.017 square inch (11 mm^) 
shall be provided in horizontal bed joints spaced not more than 
16 inches (406 mm) on center vertically. 

R606.9 Lateral support. Masonry walls shall be laterally 
supported in either the horizontal or the vertical direction. 
The maximum spacing between lateral supports shall not 
exceed the distances in Table R606.9. Lateral support shall be 
provided by cross walls, pilasters, buttresses or structural 
frame members when the limiting distanee is taken horizon- 
tally, or by floors or roofs when the limiting distance is taken 
vertically. 

TABLE R606.9 


SPACING OF LATERAL SUPPORT FOR MASONRY WALLS 


CONSTRUCTION 

MAXIMUM WALL LENGTH TO 
THICKNESS OR WALL HEIGHT 
TO THICKNESS"'" 

Bearing walls; 


Solid or solid grouted 

20 

All other 

18 

Nonbearing walls: 


Exterior 

18 

Interior 

36 


For SI: 1 foot = 304.8 mm. 

a. Except for cavity walls and cantilevered walls, the thickness of a wall 
shall be its nominal thickness measured perpendicular to the face of the 
wall. For cavity walls, the thickness shall be determined as the sum of the 
nominal thicknesses of the individual wythes. For cantilever walls, 
except for parapets, the ratio of height to nominal thickness shall not 
exceed 6 for solid masonry, or 4 for hollow masonry. For parapets, see 
Section R606.2.4. 

b. An additional unsupported height of 6 feet is permitted for gable end 
walls. 

R606.9.1 Horizontal lateral support. Lateral support in 
the horizontal direction provided by intersecting masonry 
walls shall be provided by one of the methods in Section 
R606.9. 1 . 1 or Section R606.9. 1 .2. 

R606.9.1.1 Bonding pattern. Fifty percent of the units 
at the intersection shall be laid in an overlapping 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-121 




WALL CONSTRUCTION 


masonry bonding pattern, with alternate units having a 
bearing of not less than 3 inches (76 mm) on the unit 
below. 

R606.9.1.2 Metal reinforcement. Interior nonload- 
bearing walls shall be anchored at their intersections, at 
vertical intervals of not more than 16 inches (406 mm) 
with joint reinforcement of at least 9 gage [0.148 in. 
(4mm)], or 'U inch (6 mm) galvanized mesh hardware 
cloth. Intersecting masonry walls, other than interior 
nonloadbearing walls, shall be anchored at vertical intervals 
of not more than 8 inches (203 mm) with Joint reinforce- 
ment of at least 9 gage and shall extend at least 30 inches 
(762 mm) in each direction at the intersection. Other metal 
ties, joint reinforcement or anchors, if used, shall be spaced 
to provide equivalent area of anchorage to that required by 
this section. 

R606.9.2 Vertical lateral support. Vertical lateral support 
of masonry walls in Seismic Design Category A, B or C 
shall be provided in accordance with one of the methods in 
Section R606.9.2.1 or Section R606.9.2.2. 

R606.9.2.1 Roof structures. Masonry walls shall be 
anchored to roof structures with metal strap anchors 
spaced in accordance with the manufacturer’s instruc- 
tions, Vj-inch (13 mm) bolts spaced not more than 6 feet 
(1829 mm) on center, or other approved anchors. 
Anchors shall be embedded at least 16 inches (406 mm) 
into the masonry, or be booked or welded to bond beam 
reinforcement placed not less than 6 inches (152 mm) 
from the top of the wall. 

R606.9.2.2 Floor diaphragms. Masonry walls shall be 
anchored to floor diaphragm framing by metal strap 
anchors spaced in accordance with the manufacturer’s 
instructions, '/ 2 -inch-diameter (13 mm) bolts spaced at 
intervals not to exceed 6 feet (1829 mm) and installed as 
shown in Figure R606.1 1(1), or by oKher approved meth- 
ods. 

R606.10 Lintels. Masonry over openings shall be supported 
by steel lintels, reinforced concrete or masonry lintels or 
masonry arches, designed to support load imposed. 

R606.il Anchorage. Masonry walls shall be anchored to floor 
and roof systems in accordance with the details shown in Fig- 
ure R606.11(l), R606.11(2) or R606.1 1(3). Footings may be 
considered as points of lateral support. 

R606.12 Seismic requirements. The seismic requirements of 
this section shall apply to the design of masonry and the con- 
struction of masonry building elements located in Seismic 
Design Category D, orDj. Townhouses in Seismic Design Cat- 
egory C shall comply with the requirements of Section 
R606.12.2. These requirements shall not apply to glass unit 
masonry conforming to Section R610 or masonry veneer con- 
forming to Section R703.7. 


R606.12.1 General. Masonry structures and masonry ele- 
ments shall comply with the requirements of Sections 
R606.12.2 through R606.12.4 based on the seismic design 
category established in Table R301.2(l). Masonry struc- 
tures and masonry elements shall comply with the require- 
ments of Section R606.12 and Figures R606.11(l), 
R606.11(2) and R606.11(3) or shall be designed in accor- 
dance with TMS 402/ACI 530/ASCE 5. 

R606.12.1.1 Floor and roof diaphragm construc- 
tion. Floor and roof diaphragms shall be constructed of 
wood structural panels attached to wood framing in 
accordance with Table R602,3(l) or to cold-formed 
steel floor framing in accordance with Table 
R505.3.1(2) or to cold-formed steel roof framing in 
accordance with Table R804.3. Additionally, sheathing 
panel edges perpendicular to framing members shall be 
backed by blocking, and sheathing shall be connected 
to the blocking with fasteners at the edge spacing. For 
Seismic Design Categories C, D, and Dj, where the 
width-to-thickness dimension of the diaphragm 
exceeds 2-to-l, edge spacing of fasteners shall be 4 
inches (102 mm) on center. 

R606.12.2 Seismic Design Category C. Townhouses 
located in Seismic Design Category C shall comply with the 
requirements of this section. 

R606.12.2.1 Minimum length of wall without open- 
ings. Table R606. 12.2.1 shall be used to determine the 
minimum required solid wall length without openings at 
each masonry exterior wall. The provided percentage of 
solid wall length shall include only those wall segments 
that are 3 feet (914 mm) or longer. The maximum clear 
distance between wall segments included in determining 
the solid wall length shall not exceed 18 feet (5486 mm). 
Shear wall segments required to meet the minimum wall 
length shall be in accordance with Section 
R606. 12.2.2.3. 

R606.12.2.2 Design of elements not part of the lateral 
force-resisting system. 

R606.12.2.2.1 Load-bearing frames or columns. 

Elements not part of the lateral-force-resisting sys- 
tem shall be analyzed to* determine their effect on the 
response of the system. The frames or columns shall 
be adequate for vertical load carrying capacity and 
induced moment caused by the design story drift. 

R606.12.2.2.2 Masonry partition walls. Masonry 
partition walls, masonry screen walls and other 
masonry elements that are not designed to resist ver- 
tical or lateral loads, other than those induced by 
their own weight, shall be isolated from the structure 
so that vertical and lateral forces are not imparted to 
these elements. Isolation joints and connectors 
between these elements and the structure shall be 
designed to accommodate the design story drift. 


6-122 


2011 OREGON RESIDENTIAL SPECIALTY CODE 






















WALL CONSTRUCTION 



2 IN. PLATE WITH VjIN. <{> BOLTS 
NOT MORE THAN 4 ^ O.C. 
EMBEDDED 4 IN. MIN. 


BOND BEAM STEEL 
TWO Va IN. BARS 



ANCHOR BOLTS 


TWO #4 LATERAL TIES WITHIN 
TOP 5 IN. OF COLUMN THAT 
ENCLOSE ANCHOR BOLTS AND 
VERTICAL REINFORCEMENT 


A 


LINTEL STEEL- 
SEE SECTION R606.10 


REINFORCEMENT- 
SEE SECTIONS 
R606.12.2.1.3 and 
R606.12.2.2.3 


NOT HEADER 
COURSE 


LAP40DIA. Z 


'/TTWWT 

///,\ 




.V 


3 IN. X 3 IN. X V 4 IN. CLIP 
ANGLE 4 FT O.C. 

ONE 1/2 IN. BOLT 


.DOWEL 






'/// 

Iwv 


VERTICAL COLUMN i 
REINFORCEMENT 


REINFORCEMENT SHALL 
HAVE MIN. V 4 IN. 
CLEARANCE - 


12 IN. MAX. 

BEFORE 

GROUTING 


METAL TIES— 

SEE SECTION R608.1.2 


HEADER COURSES^ 
NOT PERMITTED 




MAX 


COLUMN TIES 


MIN. 3/4 IN. GROUT 





WHERE INTERIOR 
STUD PARTITION 
MEETS WALL BOLT 
END STUD WITH Vj IN. 
i|i BOLTS 3 FT O.C. 



LAP 40 DIA. 


SECTION 1 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. 


FIGURE R606.11(2) 

REQUIREMENTS FOR REINFORCED GROUTED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY C 


6-124 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 



3 IN. X 31/4 IN. CLIP ANGLE 4 FT. O.C., 
ONE V 2 ^IN. BOLT 


6 IN. 





6 IN. 


ri- 




BOND BEAM TWO V2<t)IN. 
BARS STEEL 


V 2 IN. BOLTS NOT MORE 
THAN 4 FT. O.C. IN CELLS 
WITH VERTICAL ROD 
WHERE POSSIBLE 
EMBEDDED 4 IN. MIN. 


, TIE COURSE 

REINFORCEMENTS— 

'SEE SECTIONS R606.1 1 .2.1 .3, 
R606.1 1.3.2 AND R606.11.4 


ANCHOR BOLTS 


TWO #4 LATERAL TIES WITHIN 
TOP 5 IN. OF COLUMN WHICH 
ENCLOSE ANCHOR BOLTS 
AND VERTICAL 
REINFORCEMENT 


VERTICAL COLUMN 
REINFORCEMENT 


.LINTEL BAR OR 
BARS— SEE 
SECTION R606.9 



MAX. 


#3 COLUMN 
TIES AT 8 IN. 
MAX. 




DOWEL 2 FT. 6 IN. 
LONG 


SECTION C 


I ^ 


3/a IN. (() DOWEL 


18 IN. MIN 


6 IN. MIN. 

I -A vz/wyl. 

y T ///-I : 


- 0 ; I - « 0 • 


L\\V///\\\' 


6 IN. 

r 


-w/ 

\\\\ 


■ 14 IN. 


K\\\ 


14IN. 


1 )^/ 

\\\' 

\\\' 



DETAIL "A” 


3/8 IN. 4) ROD 

FOUNDATION 


INSPECTION OPENING 
NOT REQUIRED IF 
INSPECTED AT THE 
COURSE 


FOUNDATION FOR 
WOOD FLOOR 


FOUNDATION FOR 
CONCRETE FLOOR 


NOTE: A full bed joint must be provided. All cells containing vertical bars are to be fdled to the top of wall and provide inspection opening as shown on detail “A.” 

Horizontal bars are to be laid as shown on detail “B.” Lintel bars are to be laid as shown on Section C. 

For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm. 

FIGURE R606.11(3) 

REQUIREMENTS FOR REINFORCED MASONRY CONSTRUCTION IN SEISMIC DESIGN CATEGORY Di, OR D 2 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-125 



WALL CONSTRUCTION 


R606.12.2.2.3 Reinforcement requirements for 
masonry elements. Masonry elements listed in Sec- 
tion R606. 12.2.2.2 shall be reinforced in either the 
horizontal or vertical direction as shown in Figure 
R606.1 1(2) and in accordance with the following; 

1. Horizontal reinforcement. Horizontal joint 
reinforcement shall consist of at least two lon- 
gitudinal W1.7 wires spaced not more than 16 
inches (406 mm) for walls greater than 4 inches 
(102 mm) in width and at least one longitudinal 
W1.7 wire spaced not more than 16 inches (406 
mm) for walls not exceeding 4 inches (102 mm) 
in width; or at least one No. 4 bar spaced not 
more than 48 inches (1219 mm). Where two 
longitudinal wires of joint reinforcement are 
used, the space between these wires shall be the 
widest that the mortar joint will accommodate. 
Horizontal reinforcement shall be provided 
within 16 inches (406 mm) of the top and bot- 
tom of these masonry elements. 

2. Vertical reinforcement. Vertical reinforcement 
shall consist of at least one No. 4 bar spaced not 
more than 48 inches (1219 mm). Vertical rein- 
forcement shall be located within 16 inches 
(406 mm) of the ends of masonry walls. 

R606. 12.2.3 Design of elements part of the lat- 
eral-force-resisting system. 

R606.12.2.3.1 Connections to masonry shear 
walls. Connectors shall be provided to transfer forces 
between masonry walls and horizontal elements in 
accordance with the requirements of Section 1.7.4 of 
TMS 402/ACI 530/ASCE 5. Connectors shall be 
designed to transfer horizontal design forces acting 
either perpendicular or parallel to the wall, but not less 
than 200 pounds per linear foot (2919 N/m) of wall. 
The maximum spacing between connectors shall be 4 
feet (1219 mm). Such anchorage mechanisms shall 
not induce tension stresses perpendicular to grain in 
ledgers or nailers. 

R606. 12.2.3.2 Connections to masonry columns. 

Connectors shall be provided to transfer forces 
between masonry columns and horizontal elements in 
accordance with the requirements of Section 1.7.4 of 


TMS 402/ACI 530/ASCE 5. Where anchor bolts are 
used to connect horizontal elements to the tops of col- 
umns, the bolts shall be placed within lateral ties. Lat- 
eral ties shall enclose both the vertieal bars in the 
column and the anchor bolts. There shall be a mini- 
mum of two No. 4 lateral ties provided in the top 5 
inches (127 mm) of the column. 

R606.12.2.3.3 Minimum reinforcement require- 
ments for masonry shear walls. Vertical reinforce- 
ment of at least one No. 4 bar shall be provided at 
corners, within 16 inches (406 mm) of each side of 
openings, within 8 inches (203 mm) of each side of 
movement joints, within 8 inches (203 mm) of the 
ends of walls, and at a maximum spacing of 10 feet 
(3048 mm). 

Horizontal joint reinforcement shall consist of at 
least two wires of W1.7 spaced not more than 16 
inches (406 mm); or bond beam reinforcement of at 
least one No. 4 bar spaced not more than 10 feet (3048 
mm) shall be provided. Horizontal reinforcement 
shall also be provided at the bottom and top of wall 
openings and shall extend not less than 24 inches (6 1 0 
mm) nor less than 40 bar diameters past the opening; 
continuously at structurally connected roof and floor 
levels; and within 16 inches (406 mm) of the top of 
walls. 

R606.12.3 Seismic Design Category Dj. Structures in 
Seismic Design Category D, shall comply with the require- 
ments of Seismic Design Category C and the additional 
requirements of this section. 

R606.12.3.1 Design requirements. Masonry elements 
other than those covered by Section R606. 12.2.2.2 shall 
be designed in accordance with the requirements of 
Chapter 1 and Sections 2.1 and 2.3 of TMS 402/ACI 
530/ASCE 5 and shall meet the minimum reinforcement 
requirements contained in Sections R606. 12.3.2 and 
R606.12.3.2.1. 

Exception: Masonry walls limited to one story in 
height and 9 feet (2743 mm) between lateral supports 
need not be designed provided they comply with the 
minimum reinforcement requirements of Sections 
R606.12.3.2 and R606.12.3.2.1. 


TABLE R606.1 2.2.1 

MINIMUM SOLID WALL LENGTH ALONG EXTERIOR WALL LINES 


SESIMIC DESIGN CATEGORY 

MINIMUM SOLID WALL LENGTH (percent)’ 

One Story or 

Top Story of Two Story 

Wall Supporting Light-framed 
Second Story and Roof 

Wall Supporting Masonry Second 
Story and Roof 

Townhouses in C 

20 

25 

35 

D, 

25 

NP 

NP 

D2 

30 

NP 

NP 


NP = Not permitted , except with design in accordance with the International Building Code. 

a. For all walls, the minimum required length of solid walls shall be based on the table percent multiplied by the dimension, parallel to the wall direction under consid- 
eration, of a rectangle inscribing the overall building plan. 


6-126 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 


R606.12.3.2 Minimum reinforcement requirements for 
masonry walls. Masonry walls other than those covered by 
Section R606. 12.2.2.3 shall be reinforced in both the verti- 
cal and horizontal direction. The sum of the cross-sectional 
area of horizontal and vertical reinforcement shall be at 
least 0.002 times the gross cross-sectional area of the wall, 
and the minimum cross-sectional area in each direction 
shall be not less than 0.0007 times the gross cross-sectional 
area of the wall. Reinforcement shall be uniformly distrib- 
uted. Table R606. 12.3.2 shows the minimum reinforcing 
bar sizes required for varying thicknesses of masonry walls. 
The maximum spacing of reinforcement shall be 48 inches 
(1219 mm) provided that the walls are solid grouted and 
constructed of hollow open-end units, hollow units laid 
with full head joints or two wythes of solid units. The maxi- 
mum spacing of reinforcement shall be 24 inches (610 mm) 
for all other masonry. 

R606.12.3.2.1 Shear wall reinforcement require- 
ments. The maximum spacing of vertical and hori- 
zontal reinforcement shall be the smaller of one-third 
the length of the shear wall, one-third the height of the 
shear wall, or 48 inches (1219 mm). The minimum 
cross-sectional area of vertical reinforcement shall be 
one-third of the required shear reinforcement. Shear 
reinforcement shall be anchored around vertical rein- 
forcing bars with a standard hook. 

R606.12.3.3 Minimum reinforcement for masonry 
columns. Lateral ties in masonry columns shall be 
spaced not more than 8 inches (203 mm) on center and 
shall be at least ^/g inch (9.5 mm) diameter. Lateral ties 
shall be embedded in grout. 

R606.12.3.4 Material restrictions. Type N mortar or 
masonry cement shall not be used as part of the 
lateral-force-resisting system. 

R606.12.3.5 Lateral tie anchorage. Standard hooks for 
lateral tie anchorage shall be either a 135-degree (2.4 rad) 
standard hook or a 180-degree (3.2 rad) standard hook. 

R606.12.4 Seismic Design Category Dj. All structures in 
Seismic Design Category D 2 shall comply with the require- 
ments of Seismic Design Category D, and to the additional 
requirements of this section. 


R606.12.4.1 Design of elements not part of the lat- 
eral-force-resisting system. Stack bond masonry that is 
not part of the lateral-force-resisting system shall have a 
horizontal cross-sectional area of reinforcement of at least 
0.0015 times the gross cross-sectional area of masonry. 
Table R606. 12.4.1 shows minimum reinforcing bar sizes 
for masonry walls. The maximum spacing of horizontal 
reinforcement shall be 24 inches (610 mm). These ele- 
ments shall be solidly grouted and shall be constructed of 
hollow open-end units or two wythes of solid units. 


TABLE R606.1 2.4.1 

MINIMUM REINFORCING FOR STACKED BONDED 
MASONRY WALLS IN SEISMIC DESIGN CATEGORY D; 


NOMINAL WALL THICKNESS 
(inches) 

MINIMUM BAR SIZE 

SPACED AT 24 INCHES 

6 

#4 

8 

#5 

10 

#5 

12 

#6 


For SI: I inch = 25.4 mm. 


R606.12.4.2 Design of elements part of the lat- 
eral-force-resisting system. Stack bond masonry that is 
part of the lateral-force-resisting system shall have a hori- 
zontal cross-sectional area of reinforcement of at least 
0.0025 times the gross cross-sectional area of masonry. 
Table R606. 12.4.2 shows minimum reinforcing bar sizes 
for masonry walls. The maximum spacing of horizontal 
reinforcement shall be 16 inches (406 mm). These ele- 
ments shall be solidly grouted and shall be constructed of 
hollow open-end units or two wythes of solid units. 


TABLE R606.1 2.4.2 

MINIMUM REINFORCING FOR STACKED BONDED MASONRY 
WALLS IN SEISMIC DESIGN CATEGORY D^ 


NOMINAL WALL THICKNESS 
(inches) 

MINIMUM BAR SIZE 

SPACED AT 16 INCHES 

6 

#4 

8 

#5 

10 

#5 

12 

#6 


For SI: I inch = 25.4 mm. 


TABLE R606.1 2.3.2 


MINIMUM DISTRIBUTED WALL REINFORCEMENT FOR BUILDING ASSIGNED TO SEISMIC DESIGN CATEGORY Dp or D, 


NOMINAL WALL THICKNESS 
(inches) 

MINIMUM SUM OF THE VERTICAL 
AND HORIZONTAL 
REINFORCEMENT AREAS' 
(square Inches per foot) 

MINIMUM REINFORCEMENT AS 
DISTRIBUTED IN BOTH 
HORIZONTAL AND VERTICAL 
DIRECTIONS" 

(square inches per foot) 

MINIMUM BAR SIZE FOR 
REINFORCEMENT SPACED AT 48 
INCHES 

6 

0.135 

0.047 

#4 

8 

0.183 

0.064 

#5 

10 

0.231 

0.081 

#6 

12 

0.279 

0.098 

#6 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 square inch per foot = 2064 mnf/m. 

a. Based on the minimum reinforcing ratio of 0.002 times the gross cross-sectional area of the wall. 

b. Based on the minimum reinforcing ratio each direction of 0.0007 times the gross cross-sectional area of the wall. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-127 






WALL CONSTRUCTION 


R606.13 Protection for reinforcement. Bars shall be com- 
pletely embedded in mortar or grout. Joint reinforcement 
embedded in horizontal mortar joints shall not have less than 
Vg-inch (15.9 mm) mortar coverage from the exposed face. All 
other reinforcement shall have a minimum coverage of one bar 
diameter over all bars, but not less than V 4 inch ( 19 mm), except 
where exposed to weather or soil, in which case the minimum 
coverage shall be 2 inches (51 mm). 

R606.14 Beam supports. Beams, girders or other concen- 
trated loads supported by a wall or column shall have a bearing 
of at least 3 inches (76 mm) in length measured parallel to the 
beam upon solid masonry not less than 4 inches (102 mm) in 
thickness, or upon a metal bearing plate of adequate design and 
dimensions to distribute the load safely, or upon a continuous 
reinforced masonry member projecting not less than 4 inches 
(102 mm) from the face of the wall. 

R606.14.1 Joist bearing. Joists shall have a bearing of not 
less than 1 '(2 inches (38 mm), except as provided in Section 
R606.14, and shall be supported in accordance with Figure 
R606.11(l). 

R606.15 Metal accessories. Joint reinforcement, anchors, ties 
and wire fabric shall conform to the following: ASTM A 82 for 
wire anchors and ties; ASTM A 36 for plate, headed and 
bent-bar anchors; ASTM A 510 for corrugated sheet metal 
anchors and ties; ASTM A 95 1 for joint reinforcement; ASTM 
B 227 for copper-clad steel wire ties; or ASTM A 167 for stain- 
less steel hardware. 

R606.15.1 Corrosion protection. Minimum corrosion 
protection of joint reinforcement, anchor ties and wire fab- 
ric for use in masonry wall construction shall conform to 
Table R606.15.1. 

TABLE R606.15.1 


MINIMUM CORROSION PROTECTION 


MASONRY METAL ACCESSORY 

STANDARD 

Joint reinforcement, interior walls 

ASTM A 641, Class 1 

Wire ties or anchors in exterior walls 
completely embedded in mortar or 
grout 

ASTM A 641, Class 3 

Wire ties or anchors in exterior walls 
not completely embedded in mortar 
or grout 

ASTM A 153, Class B-2 

Joint reinforcement in exterior walls 
or interior walls exposed to moist 
environment 

ASTM A 153, Class B-2 

Sheet metal ties or anchors exposed 
to weather 

ASTM A 153, Class B-2 

Sheet metal ties or anchors completely 
embedded in mortar or grout 

ASTM A 653, Coating 
Designation G60 

Stainless steel hardware for any 
exposure 

ASTM A 167, Type 304 


SECTION R607 
UNIT MASONRY 

R607,l Mortar. Mortar for use in masonry construction shall 
comply with ASTM C 270. The type of mortar shall be in 
accordance with Sections R607.1.1, R607.1.2 and R607.1.3 


and shall meet the proportion specifications of Table R607. 1 or 
the property specifications of ASTM C 270. 

R607.1.1 Foundation walls. Masonry foundation walls 
constructed as set forth in Tables R404. 1.1(1) through 
R404.1 .1(4) and mortar shall be Type M or S. 

R607.1.2 Masonry in Seismic Design Categories A, B 

and C. Mortar for masonry serving as the lat- 
eral-force-resisting system in Seismic Design Categories A, 
B and C shall be Type M, S or N mortar. 

R607.1.3 Masonry in Seismic Design Categories D, and Dj. 

Mortar for masonry serving as the lateral-force- resisting sys- 
tem in Seismic Design Categories D, and D 2 shall be Type M 
or S Portland cement-lime or mortar cement mortar. 

R607.2 Placing mortar and masonry units. 

R607.2.1 Bed and head joints. Unless otherwise required 
or indicated on the project drawings, head and bed joints 
shall be Vg inch (10 mm) thick, except that the thickness of 
the bed joint of the starting course placed over foundations 
shall not be less than '(4 inch (7 mm) and not more than % 
inch (19 mm). 

R607.2.1.1 Mortar joint thickness tolerance. Mortar 
joint thickness for load-bearing masonry shall be within 
the following tolerances from the specified dimensions: 

1. Bed joint: - 1 - ‘/g inch (3 mm). 

2. Head joint: - V 4 inch (7 mm), + Vg inch (10 mm). 

3. Collar joints: - 74 inch (7 mm), -i-Vg inch (10 mm). 

R607.2.2 Masonry unit placement. The mortar shall be 
sufficiently plastic and units shall be placed with sufficient 
pressure to extrude mortar from the joint and produce a tight 
joint. Deep furrowing of bed joints that produces voids shall 
not be permitted. Any units disturbed to the extent that ini- 
tial bond is broken after initial placement shall be removed 
and relaid in fresh mortar. Surfaces to be in contact with 
mortar shall be clean and free of deleterious materials. 

R607.2.2.1 Solid masonry. Solid masonry units shall be 
laid with full head and bed joints and all interior vertical 
joints that are designed to receive mortar shall be filled. 

R607.2.2.2 Hollow masonry. For hollow masonry units, 
head and bed joints shall be filled solidly with mortar for 
a distance in from the face of the unit not less than the 
thickness of the face shell. 

R607.3 Installation of wall ties. The installation of wall ties 
shall be as follows: 

1. The ends of wall ties shall be embedded in mortar joints. 
Wall tie ends shall engage outer face shells of hollow 
units by at least 72 inch (13 mm). Wire wall ties shall be 
embedded at least T/j inches (38 mm) into the mortar 
bed of solid masonry units or solid grouted hollow units. 

2. Wall ties shall not be bent after being embedded in grout 
or mortar. 


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TABLE R607.1 
MORTAR PROPORTIONS" *’ 



PROPORTIONS BY VOLUME (cementitious materiais) 

MORTAR 

TYPE 

Portland cement or 
blended cement 

Mortar cement 

Masonry cement 

Hydrated lime" or 
lime putty 

Aggregate ratio (measured in 
damp, loose conditions) 

M 

S 

N 

M 

S 

N 

Cement-lime 

M 

S 

N 

0 

1 

1 

1 

1 

— 

— 

— 

— 

— 

— 

'U 

over 'In to 'I 2 
over 'I 2 to 1 'U 
over \ 'U to 2'/, 

Not less than 1'!^ and not 
more than 3 times the sum 
of separate volumes of 
lime, if used, and cement 

Mortar cement 

M 

M 

S 

s 

N 

0 

1 

'^2 

1 

1 

1 

1 

1 

1 

— 



— 


M 

1 








1 




M 

— 




1 

— 

— 



Masonry 

S 

'll 




— 

— 

1 



cement 

s 

N 

— 




— 

1 





o 

— 




— 

— 

1 




For SI: 1 cubic foot = 0.0283 m^, 1 pound = 0.454 kg. 

a. For the purpose of these specifications, the weight of 1 cubic foot of the respective materials shall be considered to be as follows: 

Portland Cement 94 pounds Masonry Cement Weight printed on bag 

Monar Cement Weight printed on bag Hydrated Lime 40 pounds 

Lime Putty (Quicklime) 80 pounds Sand, damp and loose 80 pounds of dry sand 

b. Two air-entraining materials shall not be combined in mortar. 

c. Hydrated lime conforming to the requirements of ASTM C 270. 


SECTION R608 
MULTIPLE WYTHE MASONRY 

R608.1 General. The facing and backing of multiple wythe 
masonry walls shall be bonded in accordance with Section 
R608.1.1, R608.1.2 or R608.1.3. In cavity walls, neither the 
facing nor the backing shall be less than 3 inches (76 mm) nom- 
inal in thickness and the cavity shall not be more than 4 inches 
(102 mm) nominal in width. The backing shall be at least as 
thick as the facing. 

Exception: Cavities shall be permitted to exceed the 4-inch 
(102 mm) nominal dimension provided tie size and tie spac- 
ing have been established by calculation. 

R608.1.1 Bonding with masonry headers. Bonding with 
solid or hollow masonry headers shall comply with Sections 
R608. 1.1.1 and R608.1.1.2. 

R608.1.1.1 Solid units. Where the facing and backing 
(adjacent wythes) of solid masonry construction are 
bonded by means of masonry headers, no less than 4 per- 
cent of the wall surface of each face shall be composed of 
headers extending not less than 3 inches (76 mm) into the 
backing. The distance between adjacent full-length 
headers shall not exceed 24 inches (610 mm) either verti- 
cally or horizontally. In walls in which a single header 
does not extend through the wall, headers from the oppo- 
site sides shall overlap at least 3 inches (76 mm), or head- 
ers from opposite sides shall be covered with another 
header course overlapping the header below at least 3 
inches (76 mm). 


R608.1.1.2 Hollow units. Where two or more hollow 
units are used to make up the thickness of a wall, the 
stretcher courses shall be bonded at vertical intervals not 
exceeding 34 inches (864 mm) by lapping at least 3 
inches (76 mm) over the unit below, or by lapping at ver- 
tical intervals not exceeding 17 inches (432 mm) with 
units that are at least 50 percent thicker than the units 
below. 

R608.1.2 Bonding with wall ties or joint reinforcement. 

Bonding with wall ties or joint reinforcement shall comply 

with Sections R608. 1.2.1 through R608.1.2.3. 

R608.1.2.1 Bonding with wall ties. Bonding with wall 
ties, except as required by Section R610, where the facing 
and bacldng (adjacent wythes) of masonry walls are 
bonded with Vig-inch-diameter (5 mm) wall ties embed- 
ded in the horizontal mortar joints, there shall be at least 
one metal tie for each 4.5 square feet (0.418 m^) of wall 
area. Ties in alternate courses shall be staggered. The 
maximum vertical distance between ties shall not exceed 
24 inches (610 mm), and the maximum horizontal dis- 
tance shall not exceed 36 inches (914 mm). Rods or ties 
bent to rectangular shape shall be used with hollow 
masonry units laid with the cells vertical. In other walls, 
the ends of ties shall be bent to 90-degree (0.79 rad) angles 
to provide hooks no less than 2 inches (51 mm) long. 
Additional bonding ties shall be provided at all openings, 
spaced not more than 3 feet (914 mm) apart around the 
perimeter and within 12 inches (305 mm) of the opening. 


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R608.1.2.2 Bonding with adjustable wall ties. Where 
the facing and backing (adjacent wythes) of masonry are 
bonded with adjustable wall ties, there shall be at least 
one tie for each 2.67 square feet (0.248 m^) of wall area. 
Neither the vertical nor the horizontal spacing of the 
adjustable wall ties shall exceed 24 inches (610 mm). 
The maximum vertical offset of bed joints from one 
wythe to the other shall be 1.25 inches (32 mm). The 
maximum clearance between connecting parts of the ties 
shall be Viginch (2 mm). When pintle legs are used, ties 
shall have at least two V|j-inch-diameter (5 mm) legs. 

R608.1.2.3 Bonding with prefabricated Joint rein- 
forcement. Where the facing and backing (adjacent 
wythes) of masonry are bonded with prefabricated joint 
reinforcement, there shall be at least one cross wire serv- 
ing as a tie for each 2.67 square feet (0.248 m^) of wall 
area. The vertical spacing of the joint reinforcement shall 
not exceed 16 inches (406 mm). Cross wires on prefabri- 
cated joint reinforcement shall not be smaller than No. 9 
gage. The longitudinal wires shall be embedded in the 
mortar. 

R608.1.3 Bonding with natural or cast stone. Bonding 
with natural and cast stone shall conform to Sections 
R608.1.3.1 and R608.1.3.2. 

R608.1.3.1 Ashlar masonry. In ashlar masonry, bonder 
units, uniformly distributed, shall be provided to the 
extent of not less than 10 percent of the wall area. Such 
bonder units shall extend not less than 4 inches (102 mm) 
into the backing wall. 

R608.1.3.2 Rubble stone masonry. Rubble stone 
masonry 24 inches (610 mm) or less in thickness shall 
have bonder units with a maximum spacing of 3 feet (914 
mm) vertically and 3 feet (914 mm) horizontally, and if 
the masonry is of greater thickness than 24 inches (610 
mm), shall have one bonder unit for each 6 square feet 
(0.557 m^) of wall surface on both sides. 

R608.2 Masonry bonding pattern. Masonry laid in running 
and stack bond shall conform to Sections R608.2.1 and 
R608.2.2. 

R608.2.1 Masonry laid in running bond. In each wythe of 
masonry laid in running bond, head joints in successive 
courses shall be offset by not less than one-fourth the unit 
length, or the masonry walls shall be reinforced longitudi- 
nally as required in Section R608.2.2. 

R608.2.2 Masonry laid in stack bond. Where unit 
masonry is laid with less head joint offset than in Section 


R608.2.1, the minimum area of horizontal reinforcement 
placed in mortar bed joints or in bond beams spaced not 
more than 48 inches (1219 mm) apart, shall be 0.0007 times 
the vertical cross-sectional area of the wall. 


SECTION R609 
GROUTED MASONRY 

R609.1 General. Grouted multiple-wythe masonry is a form 
of construction in which the space between the wythes is sol- 
idly filled with grout. It is not necessary for the cores of 
masonry units to be filled with grout. Grouted hollow unit 
masonry is a form of construction in which certain cells of hol- 
low units are continuously filled with grout. 

R609.1.1 Grout. Grout shall consist of cementitious mate- 
rial and aggregate in accordance with ASTM C 476 and the 
proportion specifications of Table R609.1.1. Type M or 
Type S mortar to which sufficient water has been added to 
produce pouring consistency can be used as grout. 

R609.1.2 Grouting requirements. Maximum pour heights 
and the minimum dimensions of spaces provided for grout 
placement shall conform to Table R609.1.2. If the work is 
stopped for one hour or longer, the horizontal construction 
joints shall be formed by stopping all tiers at the same eleva- 
tion and with the grout 1 inch (25 mm) below the top. 

R609.1.3 Grout space (cleaning). Provision shall be made 
for cleaning grout space. Mortar projections that project 
more than 0.5 inch (13 mm) into grout space and any other 
foreign matter shall be removed from grout space prior to 
inspection and grouting. 

R609.1.4 Grout placement. Grout shall be a plastic mix 
suitable for pumping without segregation of the constituents 
and shall be mixed thoroughly. Grout shall be placed by 
pumping or by an approved alternate method and shall be 
placed before any initial set occurs and in no case more than 
I'/j hours after water has been added. Grouting shall be 
done in a continuous pour, in lifts not exceeding 5 feet (1524 
mm). It shall be consolidated by puddling or mechanical 
vibrating during placing and reconsolidated after excess 
moisture has been absorbed but before plasticity is lost. 

R609.1.4.1 Grout pumped through aluminum pipes. 

Grout shall not be pumped through aluminum pipes. 

R609.1.5 Cleanouts. Where required by the building offi- 
cial, cleanouts shall be provided as specified in this section. 
The cleanouts shall be sealed before grouting and after 
inspection. 


TABLE R609.1.1 

GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION 


TYPE 

PORTLAND CEMENT 
OR BLENDED CEMENT 
SLAG CEMENT 

HYDRATED LIME 
OR LIME PUTTY 

AGGREGATE MEASURED IN A DAMP, LOOSE CONDITION 

Fine 

Coarse 

Fine 

1 

Oto 1/10 

2V4 to 3 times the sum of the volume 
of the cementitious materials 

— 

Coarse 

1 

0 to 1/10 

2V4 to 3 times the sum of the volume 
of the cementitious materials 

1 to 2 times the sum of the volumes 
of the cementitious materials 


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TABLE R609.1.2 

GROUT SPACE DIMENSIONS AND POUR HEIGHTS 


GROUT TYPE 

GROUT POUR MAXIMUM HEIGHT 
(feet) 

MINIMUM WIDTH OF 
GROUT SPACES" *’ 
(Inches) 

MINIMUM GROUT*’ ’’ SPACE DIMENSIONS FOR 
GROUTING CELLS OF HOLLOW UNITS 
(Inches x inches) 

Fine 

1 

0.75 

1.5x2 

5 

2 

2x3 

12 

2.5 

2.5x3 

24 

3 

3x3 

Coarse 

1 

1.5 

1.5x3 

5 

2 

2.5 x 3 

12 

2.5 

3x3 

24 

3 

3x4 


For SI; 1 inch = 25.4 mm, 1 foot = 304.8 mm. 

a. For grouting between masonry wythes. 

b. Grout space dimension is the clear dimension between any masonry protrusion and shall be increased by the horizontal projection of the diameters of the horizontal 
bars within the cross section of the grout space. 

c. Area of vertical reinforcement shall not exceed 6 percent of the area of the grout space. 


R609. 1.5.1 Grouted multiple-wythe masonry. 

Cleanouts shall be provided at the bottom course of the 
exterior wythe at each pour of grout where such pour 
exceeds 5 feet (1524 mm) in height. 

R609.1.5.2 Grouted hollow unit masonry. Cleanouts 
shall be provided at the bottom course of each cell to be 
grouted at each pour of grout, where such pour exceeds 4 
feet (1219 mm) in height. 

R609.2 Grouted multiple-wythe masonry. Grouted multi- 
ple-wythe masonry shall conform to all the requirements speci- 
fied in Section R609.1 and the requirements of this section. 

R609.2.1 Bonding of backup wythe. Where all interior 
vertical spaces are filled with grout in multiple-wythe con- 
struction, masonry headers shall not be permitted. Metal 
wall ties shall be used in accordance with Section R608.1.2 
to prevent spreading of the wythes and to maintain the verti- 
cal alignment of the wall. Wall ties shall be installed in 
accordance with Section R608.1.2 when the backup wythe 
in multiple-wythe construction is fully grouted, 

R609.2.2 Grout spaces. Fine grout shall be used when inte- 
rior vertical space to receive grout does not exceed 2 inches 
(51 mm) in thickness. Interior vertical spaces exceeding 2 
inches (5 1 mm) in thickness shall use coarse or fine grout. 

R609.2.3 Grout barriers. Vertical grout barriers or dams 
shall be built of solid masonry across the grout space the 
entire height of the wall to control the flow of the grout hori- 
zontally. Grout barriers shall not be more than 25 feet (7620 
mm) apart. The grouting of any section of a wall between 
control barriers shall be completed in one day with no inter- 
ruptions greater than one hour. 

R609.3 Reinforced grouted multiple-wythe masonry. Rein- 
forced grouted multiple-wythe masonry shall conform to all 
the requirements specified in Sections R609.1 and R609.2 and 
the requirements of this section. 

R609.3.1 Construction. The thickness of grout or mortar 
between masonry units and reinforcement shall not be less 


than V 4 inch (7 mm), except that '/ 4 -inch (7 mm) bars may be 
laid in horizontal mortar joints at least '/j inch (13 mm) 
thick, and steel wire reinforcement may be laid in horizontal 
mortar joints at least twice the thickness of the wire diame- 
ter. 

R609.4 Reinforced hoilow unit masonry. Reinforced hollow 
unit masonry shall conform to all the requirements of Section 
R609.1 and the requirements of this section. 

R609.4.1 Construction. Requirements for construction 
shall be as follows: 

1 . Reinforced hollow-unit masonry shall be built to pre- 
serve the unobstructed vertical continuity of the cells 
to be filled. Walls and cross webs forming cells to be 
filled shall be full-bedded in mortar to prevent leak- 
age of grout. Head and end joints shall be solidly 
filled with mortar for a distance in from the face of the 
wall or unit not less than the thickness of the longitu- 
dinal face shells. Bond shall be provided by lapping 
units in successive vertical courses. 

2. Cells to be filled shall have vertical alignment suffi- 
cient to maintain a clear, unobstructed continuous 
vertical cell of dimensions prescribed in Table 
R609.1.2. 

3. Vertical reinforcement shall be held in position at top 
and bottom and at intervals not exceeding 200 diame- 
ters of the reinforcement. 

4. Cells containing reinforcement shall be filled solidly 
with grout. Grout shall be poured in lifts of 8 -foot 
(2438 mm) maximum height. When a total grout pour 
exceeds 8 feet (2438 mm) in height, the grout shall be 
placed in lifts not exceeding 5 feet (1524 mm) and 
special inspection during grouting shall be required. 

5. Horizontal steel shall be fully embedded by grout in 
an uninterrupted pour. 


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SECTION R610 
GLASS UNIT MASONRY 

R610.1 General. Panels of glass unit masonry located in 
load-bearing and nonload-bearing exterior and interior walls 
shall be constructed in accordance with this section. 

R610.2 Materials. Hollow glass units shall be partially evacu- 
ated and have a minimum average glass face thickness of 
inch (5 mm). The surface of units in contact with mortar shall 
be treated with a polyvinyl butyral coating or latex-based paint. 
The use of reclaimed units is prohibited. 

R610.3 Units. Hollow or solid glass block units shall be stan- 
dard or thin units. 

R610.3.1 Standard units. The specified thickness of stan- 
dard units shall be at least 3% inches (98 mm). 

R610.3.2 Thin units. The specified thickness of thin units 
shall be at least 3 '/g inches (79 mm) for hollow units and at 
least 3 inches (76 mm) for solid units. 

R610.4 Isolated panels. Isolated panels of glass unit masonry 
shall conform to the requirements of this section. 

R610.4.I Exterior standard-unit panels. The maximum 
area of each individual standard-unit panel shall be 144 
square feet (13.4 m^) when the design wind pressure is 20 
psf (958 Pa). The maximum area of such panels subjected to 
design wind pressures other than 20 psf (958 Pa) shall be in 
accordance with Figure R610.4.1. The maximum panel 
dimension between structural supports shall be 25 feet 
(7620 mm) in width or 20 feet (6096 mm) in height. 


R610.4.2 Exterior thin-unit panels. The maximum area of 
each individual thin-unit panel shall be 85 square feet (7.9 
m^). The maximum dimension between structural supports 
shall be 15 feet (4572 mm) in width or 10 feet (3048 mm) in 
height. Thin units shall not be used in applications where the 
design wind pressure as stated in Table R30 1.2(1) exceeds 
20 psf (958 Pa). 

R610.4.3 Interior panels. The maximum area of each indi- 
vidual standard-unit panel shall be 250 square feet (23.2 
m^). The maximum area of each thin-unit panel shall be 150 
square feet (13.9 m^). The maximum dimension between 
structural supports shall be 25 feet (7620 mm) in width or 20 
feet (6096 mm) in height. 

R610.4.4 Curved panels. The width of curved panels shall 
conform to the requirements of Sections R610.4.1, R610.4.2 
and R610.4.3, except additional structural supports shall be 
provided at locations where a curved section joins a straight 
section, and at inflection points in multicurved walls. 

R610.5 Panel support. Glass unit masonry panels shall con- 
form to the support requirements of this section. 

R610.5.I Deflection. The maximum total deflection of 
structural members that support glass unit masonry shall not 
exceed '/goo- 

R610.5.2 Lateral support. Glass unit masonry panels shall be 
laterally supported along the top and sides of the panel. Lateral 
supports for glass unit masonry panels shall be designed to 
resist a minimum of 200 pounds per Uneal feet (2918 N/m) of 
panel, or the actual applied loads, whichever is greater. Except 



For SI: 1 square foot = 0.0929 m^, 1 pound per square foot = 0.0479 kPa. 

FIGURE R610.4.1 

GLASS UNIT MASONRY DESIGN WIND LOAD RESISTANCE 


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WALL CONSTRUCTION 


for single unit panels, lateral support shall be provided by panel 
anchors along the top and sides spaced a maximum of 16 
inches (406 mm) on center or by channel-type restraints. Sin- 
gle unit panels shall be supported by channel-type restraints. 

Exceptions: 

1. Lateral support is not required at the top of panels 
that are one unit wide. 

2. Lateral support is not required at the sides of pan- 
els that are one unit high. 

R610.5.2.1 Panel anchor restraints. Panel anchors 
shall be spaced a maximum of 16 inches (406 mm) on 
center in both jambs and across the head. Panel anchors 
shall be embedded a minimum of 12 inches (305 mm) 
and shall be provided with two fasteners so as to resist the 
loads specified in Section R610.5.2. 

R610.5.2.2 Channel-type restraints. Glass unit 
masonry panels shall be recessed at least 1 inch (25 mm) 
within channels and chases. Channel-type restraints 
shall be oversized to accommodate expansion material in 
the opening, packing and sealant between tbe framing 
restraints, and the glass unit masonry perimeter units. 

R610.6 Sills. Before bedding of glass units, the sill area shall 
be covered with a water base asphaltic emulsion coating. The 
coating shall be a minimum of Vg inch (3 mm) thick. 

R610.7 Expansion joints. Glass unit masonry panels shall be 
provided with expansion joints along the top and sides at all 
structural supports. Expansion joints shall be a minimum of Vg 
inch (10 mm) in thickness and shall have sufficient thickness to 
accommodate displacements of the supporting structure. 
Expansion joints shall be entirely free of mortar and other 
debris and shall be filled with resilient material. 

R610.8 Mortar. Glass unit masonry shall be laid with Type S or 
N mortar. Mortar shall not be retempered after initial set. Mortar 
unused within 1 '/j hours after initial mixing shall be discarded. 

R610.9 Reinforcement. Glass unit masonry panels shall have 
horizontal joint reinforcement spaced a maximum of 1 6 inches 
(406 mm) on center located in the mortar bed joint. Horizontal 
joint reinforcement shall extend the entire length of the panel 
but shall not extend across expansion joints. Longitudinal 
wires shall be lapped a minimum of 6 inches (152 mm) at 
splices. Joint reinforcement shall be placed in the bed joint 
immediately below and above openings in the panel. The rein- 
forcement shall have not less than two parallel longitudinal 
wires of size W 1.7 or greater, and have welded cross wires of 
size W 1.7 or greater. 

R610.10 Placement. Glass units shall be placed so head and 
bed joints are filled solidly. Mortar shall not be furrowed. Head 
and bed joints of glass unit masonry shall be '1^ inch (6.4 mm) 
thick, except that vertical joint thickness of radial panels shall 
not be less than '/g inch (3 mm) or greater than % inch (16 mm). 
The bed joint thickness tolerance shall be minus '/|6 inch (1.6 
mm) and plus Vg inch (3 mm). The head joint thickness toler- 
ance shall be plus or minus Vg inch (3 mm). 


SECTION R611 
EXTERIOR CONCRETE 
WALL CONSTRUCTION 

R611.1 General. Exterior concrete walls shall be designed and 
constructed in accordance with the provisions of this section or 
in accordance with the provisions of PC A 100 or ACT 318. 
When PCA 100, ACI 318 or the provisions of this section are 
used to design concrete walls, project drawings, typical details 
and specifications are not required to bear the seal of the archi- 
tect or engineer responsible for design, unless otherwise 
required by the state law of the jurisdiction having authority, 

R611.1.1 Interior construction. These provisions are 
based on the assumption that interior walls and partitions, 
both load-bearing and nonload-bearing, floors and 
roof/ceiling assemblies are constructed of light-framed con- 
struction complying with the limitations of this code and the 
additional limitations of Section R61L2. Design and con- 
struction of light-framed assemblies shall be in accordance 
with the applicable provisions of this code. Where sec- 
ond-story exterior walls are of light-framed construction, 
they shall be designed and constructed as required by this 
code. 

Aspects of concrete construction not specifically 
addressed by this code, including interior concrete walls, 
shall comply with ACI 318. 

R611.1.2 Other concrete walls. Exterior concrete walls 
constructed in accordance with this code shall comply with 
the shapes and minimum concrete cross-sectional dimen- 
sions of Table R61L3. Other types of forming systems 
resulting in concrete walls not in compliance with this sec- 
tion shall be designed in accordance with ACI 318. 

R611.2 Applicability limits. The provisions of this section 
shall apply to the construction of exterior concrete walls for 
buildings not greater than 60 feet (18 288 mm) in plan dimen- 
sions, floors with clear spans not greater than 32 feet (9754 
mm) and roofs with clear spans not greater than 40 feet ( 12 192 
mm). Buildings shall not exceed 35 feet (10 668 mm) in mean 
roof height or two stories in height above-grade. Floor/ceiling 
dead loads shall not exceed 1 0 pounds per square foot (479 Pa), 
roof/ceiling dead loads shall not exceed 15 pounds per square 
foot (718 Pa) and attic live loads shall not exceed 20 pounds per 
square foot (958 Pa). Roof overhangs shall not exceed 2 feet 
(610 mm) of horizontal projection beyond the exterior wall and 
the dead load of the overhangs shall not exceed 8 pounds per 
square foot (383 Pa). 

Walls constructed in accordance with the provisions of this 
section shall be limited to buildings subjected to a maximum 
design wind speed of 130 miles per hour (58 m/s) Exposure B, 
110 miles per hour (49 m/s) Exposure C and 100 miles per hour 
(45 m/s) Exposure D. Walls constructed in accordance with the 
provisions of this section shall be limited to detached one- and 
two-family dwellings and townhouses assigned to Seismic 
Design Category A or B, and detached one- and two-family 
dwellings assigned to Seismic Design Category C. 

Buildings that are not within the scope of this section shall be 
designed in accordance with PCA 100 or ACI 318. 


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R611.3 Concrete wall systems. Concrete walls constructed in 
accordance with these provisions shall comply with the shapes 
and minimum eoncrete cross-sectional dimensions of Table 
R611.3. 

R611.3.1 Flat wall systems. Flat concrete wall systems 
shall comply with Table R611.3 and Figure R61 1.3(1) and 
have a minimum nominal thickness of 4 inches (102 mm). 

R611.3.2 Waffle-grid wall systems. Waffle-grid wall sys- 
tems shall comply with Table R6 1 1 .3 and Figure R6 1 1 .3(2). 
and shall have a minimum nominal thickness of 6 inches 
(152 mm) for the horizontal and vertical concrete members 
(cores). The core and web dimensions shall comply with 
Table R611. 3. The maximum weight of waffle-grid walls 
shall comply with Table R61 1 .3. 

R611.3.3 Screen-grid wall systems. Screen-grid wall sys- 
tems shall comply with Table R611.3 and Figure R61 1.3(3) 
and shall have a minimum nominal thickness of 6 inches 
(152 mm) for the horizontal and vertical concrete members 
(cores). The core dimensions shall comply with Table 
R611.3. The maximum weight of screen-grid walls shall 
comply with Table R61 1.3. 

R611.4 Stay-in-place forms. Stay-in-place concrete forms 
shall comply with this section. 

R61 1.4.1 Surface burning characteristics. The flame 
spread index and smoke-developed index of forming mate- 
rial, other than foam plastic, left exposed on the interior 
shall comply with Section R302.9. The surface burning 


characteristics of foam plastic used in insulating concrete 
forms shall comply with Section R316.3. 

R611.4.2 Interior covering. Stay-in-place forms con- 
structed of rigid foam plastic shall be protected on the inte- 
rior of the building as required by Sections R316.4 and 
R702.3.4. Where gypsum board is used to protect the foam 
plastic, it shall be installed with a mechanical fastening sys- 
tem. Use of adhesives is permitted in addition to mechanical 
fasteners. 

R611.4.3 Exterior wail covering. Stay-in-place forms con- 
structed of rigid foam plastics shall be protected from sun- 
light and physical damage by the application of an approved 
exterior wall covering complying with this code. Exterior 
surfaces of other stay-in-place forming systems shall be 
protected in accordance with this code. 

Requirements for installation of masonry veneer, stucco 
and other finishes on the exterior of concrete walls and other 
construction details not covered in this section shall comply 
with the requirements of this code. 

R611.5 Materials. Materials used in the construction of con- 
crete walls shall comply with this section. 

R611.5.1 Concrete and materials for concrete. Materials 
used in concrete, and the concrete itself, shall conform to 
requirements of this section, or ACI 318. 


TABLE R611.3 

DIMENSIONAL REQUIREMENTS FOR WALLS’’’” 


WALL TYPE 

AND NOMINAL 
THICKNESS 

MAXIMUM 
WALL WEIGHT” 
(psf) 

MINIMUM 
WIDTH, W, OF 
VERTICAL CORES 
(inches) 

MINIMUM 

THICKNESS, T, OF 
VERTICAL CORES 
(Inches) 

MAXIMUM 
SPACING OF 
VERTICAL CORES 
(inches) 

MAXIMUM 
SPACING OF 
HORIZONTAL CORES 
(Inches) 

MINIMUM WEB 
THICKNESS 
(inches) 

4" Flat** 

50 

N/A 

N/A 

N/A 

N/A 

N/A 

6" Flat** 

75 

N/A 

N/A 

N/A 

N/A 

N/A 

8" Flat** 

100 

N/A 

N/A 

N/A 

N/A 

N/A 

10" Flat** 

125 

N/A 

N/A 

N/A 

N/A 

N/A 

6" Waffle-grid 

56 

8= 

5.5” 

12 

16 

2 

8" Waffle-grid 

76 

8f 

8f 

12 

16 

2 

6" Screen-grid 

53 

6.258 

6.25® 

12 

12 

N/A 


For SI: I inch = 25.4 mm; I pound per square foot = 0.0479kPa, I pound per cubic foot = 2402.77 kgAn^, 1 square inch = 645.16 mm^. 

a. Width “W,” thickness “T,” spacing and web thickness, refer to Figures R61 1 .3(2) and R61 1 .3(3). 

b. N/A indicates not applicable. 

c. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any 
allowance for interior and exterior finishes. 

d. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than '/j-inch less or more than '/^-inch more than the nominal dimension indi- 
cated. 

e. Vertical core is assumed to be elliptical-shaped. Another shape core is permitted provided the minimum thickness is 5 inches, the moment of inertia, I, about the 
centerline of the wall (ignoring the web) is not less than 65 in'*, and the area, A, is not less than 3 1 .25 in^. The width used to calculate A and I shall not exceed 8 
inches. 

f. Vertical core is assumed to be circular. Another shape core is permitted provided the minimum thickness is 7 inches, the moment of inertia, /, about the centerline of 
the wall (ignoring the web) is not less than 200 in'*, and the area. A, is not less than 49 in^. The width used to calculate A and / shall not exceed 8 inches. 

g. Vertical core is assumed to be circular. Another shape core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia, /, about the centerline 
of the wall is not less than 76 in'*, and the area. A, is not less than 30.25 in'*. The width used to calculate A and / shall not exceed 6.25 inches. 


6-134 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





12 IN. 
MAXIMUM 


WALL CONSTRUCTION 



CONCRETE WALL 
THICKNESS 


FORM 

STAY-IN-PLACE 
OR REMOVABLE 


CONCRETE 


VERTICAL WALL 
REINFORCEMENT 
AS REQUIRED 


SEE TABLE R611,3 FOR MINIMUM DIMENSIONS 


FIGURE R611.3(1) 
FLAT WALL SYSTEM 


2 IN, (51 mm) MINIMUM CONCRETE WEB THICKNESS 


FORM- 
STAY-IN-PLACE 
OR REMOVABLE 



HORIZONTAL CONCRETE CORE 
(HIDDEN) AT MAXIMUM, 

16 IN. ON CENTER 


VERTICAL CONCRETE CORE 


VERTICAL WALL 
REINFORCEMENT 
AS REQUIRED 


THICKNESS 

MINIMUM 


PLAN VIEW 


SEE TABLE R611.3 FOR MINIMUM DIMENSIONS 
For SI: 1 inch = 25-4 mm- 


FIGURE R61 1.3(2) 
WAFFLE-GRID WALL SYSTEM 


R611.5.1.1 Concrete mixing and delivery. Mixing and 
delivery of concrete shall comply with ASTM C 94 or 
ASTM C 685. 

R611.5.1.2 Maximum aggregate size. The nominal 
maximum size of coarse aggregate shall not exceed 
one-fifth the narrowest distance between sides of forms, 
or three-fourths the clear spacing between reinforcing 
bars or between a bar and the side of the form. 

Exception: When approved, these limitations shall 
not apply where removable forms are used and 
workability and methods of consolidation permit con- 
crete to be placed without honeycombs or voids. 



VERTICAL WALL 
REINFORCEMENT 
AS REQUIRED 


HORIZONTAL CONCRETE 
CORE (HIDDEN) AT 
MAXIMUM. 12 IN. 

ON CENTER 


VERTICAL 
CONCRETE CORE 


PLAN VIEW 


SEE TABLE R611.3 FOR MINIMUM DIMENSIONS. 


For SI: 1 inch = 25.4 mm. 

FIGURE R61 1.3(3) 
SCREEN-GRID WALL SYSTEM 


R611.5.1.3 Proportioning and slump of concrete. Pro- 
portions of materials for concrete shall be established to 
provide workability and consistency to permit concrete 
to be worked readily into forms and around reinforce- 
ment under conditions of placement to be employed, 
without segregation or excessive bleeding. Slump of 
concrete placed in removable forms shall not exceed 6 
inches (152 mm). 

Exception: When approved, the slump is permitted 
to exceed 6 inches (152 mm) for concrete mixtures 
that are resistant to segregation, and are in accor- 
dance with the form manufacturer’s recommenda- 
tions. 

Slump of concrete placed in stay-in-place forms shall 
exceed 6 inches (152 mm). Slump of concrete shall be 
determined in accordance with ASTM C 143. 

R611.5.1.4 Compressive strength. The minimum spec- 
ified compressive strength of concrete,/^, shall comply 
with Section R402.2 and shall be not less than 2,500 
pounds per square inch (17.2 MPa) at 28 days. 

R611.5.1.5 Consolidation of concrete. Concrete shall 
be consolidated by suitable means during placement and 
shall be worked around embedded items and reinforce- 
ment and into corners of forms. Where stay-in-place 
forms are used, concrete shall be consolidated by inter- 
nal vibration. 

Exception: When approved, self-consolidating con- 
crete mixtures with slumps equal to or greater than 8 
inches (203 mm) that are specifically designed for 
placement without internal vibration need not be 
internally vibrated. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-135 


WALL CONSTRUCTION 


R61 1.5.2 Steel reinforcement and anchor bolts. 

R611.5.2.1 Steel reinforcement. Steel reinforcement 
shall comply with ASTM A 615, A 706, or A 996. ASTM 
A 996 bars produced from rail steel shall be Type R. 

R611.5.2.2 Anchor bolts. Anchor bolts for use with 
connection details in accordance with Figures R6 1 1 .9( 1 ) 
through R61 1.9(12) shall be bolts with heads complying 
with ASTM A 307 or ASTM F 1554. ASTM A 307 bolts 
shall be Grade A (i.e., with heads). ASTM F 1554 bolts 
shall be Grade 36 minimum. Instead of bolts with heads, 
it is permissible to use rods with threads on both ends 
fabricated from steel complying with ASTM A 36. The 
threaded end of the rod to be embedded in the concrete 
shall be provided with a hex or square nut. 

R611.5.2.3 Sheet steel angles and tension tie straps. 

Angles and tension tie straps for use with connection 
details in accordance with Figures R6 11.9(1) through 
R61 1.9(12) shall be fabricated from sheet steel comply- 
ing with ASTM A 653 SS, ASTM A 792 SS, or ASTM A 
875 SS. The steel shall be minimum Grade 33 unless a 
higher grade is required by the applicable figure. 

R611.5.3 Form materials and form ties. Forms shall be 
made of wood, steel, aluminum, plastic, a composite of 
cement and foam insulation, a composite of cement and 
wood chips, or other approved material suitable for support- 
ing and containing concrete. Forms shall provide sufficient 
strength to contain concrete during the concrete placement 
operation. 

Form ties shall be steel, solid plastic, foam plastic, a com- 
posite of cement and wood chips, a composite of cement and 
foam plastic, or other suitable material capable of resisting 
the forces created by fluid pressure of fresh concrete. 


R61 1.5.4 Reinforcement installation details. 

R611.5.4.1 Support and cover. Reinforcement shall be 
secured in the proper location in the forms with tie wire 
or other bar support system such that displacement will 
not occur during the concrete placement operation. Steel 
reinforcement in concrete cast against the earth shall 
have a minimum cover of 3 inches (76 mm). Minimum 
cover for reinforcement in concrete cast in removable 
forms that will be exposed to the earth or weather shall be 
1 'I 2 inches (38 mm) for No. 5 bars and smaller, and 2 
inches (50 mm) for No. 6 bars and larger. For concrete 
cast in removable forms that will not be exposed to the 
earth or weather, and for concrete cast in stay-in-place 
forms, minimum cover shall be V 4 inch (19 rrun). The 
minus tolerance for cover shall not exceed the smaller of 
one-third the required cover and Vg inch (10 mm). See 
Section R61 1. 5.4.4 for cover requirements for hooks of 
bars developed in tension. 

R611.5.4.2 Location of reinforcement in walls. For 

location of reinforcement in foundation walls and 
above-grade walls, see Sections R404.1.2.3.7.2 and 
R61 1.6.5, respectively. 

R611.5,4.3 Lap splices. Vertical and horizontal wall 
reinforcement required by Sections R611.6 and R611.7 
shall be the longest lengths practical. Where splices are 
necessary in reinforcement, the length of lap splices shall 
be in accordance with Table R611. 5.4(1) and Figure 
R611. 5.4(1). The maximum gap between noncontact 
parallel bars at a lap splice shall not exceed the smaller of 
one-fifth the required lap length and 6 inches (152 mm). 
See Figure R611.5.4(l). 


TABLE R611 .5.4(1) 

LAP SPLICE AND TENSION DEVELOPMENT LENGTHS 



BAR SIZE 
NO. 

YIELD STRENGTH OF STEEL, L- psi (MPa) 

40,000 (280) 

60,000 (420) 

Splice length or tension development length 
(Inches) 

Lap splice length-tension 

4 

20 

30 

5 

25 

38 

6 

30 

45 

Tension development length for suaight bar 

4 

15 

23 

5 

19 

28 

6 

23 

34 

Tension development length for: 

a. 90-degree and 180-degree standard hooks with not less than 2 V 2 inches of side 
cover perpendicular to plane of hook, and 

b. 90-degree standard hooks with not less than 2 inches of cover on the bar exten- 
sion beyond the hook. 

4 

6 

9 

5 

7 

11 

6 

8 

13 

Tension development length for bar with 90-degree or 180-degree standard hook 
having less cover than required above. 

4 

8 

12 

5 

10 

15 

6 

12 

18 


For SI: 1 inch = 25.4 mm, 1 degree = 0.0175 rad. 


6-136 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 



REINFORCEMENT 
AS REQUIRED 


GAP SHALL NOT EXCEED 
THE SMALLER OF V, 

LAP LENGTH AND 6 IN. 


REINFORCEMENT 
AS REQUIRED 


LAP SPLICE LENGTH - 
SEE TABLE R611.5.4(1) 


For SI: 1 inch = 25.4 mm. 


NOTE; BARS ARE PERMITTED 
TO BE IN CONTACT WITH 
EACH OTHER 


FIGURE R611.5.4(1) 
LAP SPLICES 


R611.5.4.4 Development of bars in tension. Where 
bars are required to be developed in tension by other pro- 
visions of this code, development lengths and cover for 
hooks and bar extensions shall comply with Table 
R611.5.4(l) and Figure R61 1.5.4 (2). The development 
lengths shown in Table R611.5.4(l) also apply to bun- 
dled bars in lintels installed in accordance with Section 
R611.8.2.2. 

R611.5.4.5 Standard hooks. Where reinforcement is 
required by this code to terminate with a standard hook, 
the hook shall comply with Figure R61 1.5.4(3). 

R611.5.4.6 Webs of waffle-grid walls. Reinforcement, 
including stirrups, shall not be placed in webs of waf- 
fle-grid walls, including lintels. Webs are permitted to 
have form ties. 

R611.5.4.7 Alternate grade of reinforcement and 
spacing. Where tables in Sections R404.1.2 and R61 1.6 
specify vertical wall reinforcement based on minimum 
bar size and maximum spacing, which are based on 
Grade 60 (420 MPa) steel reinforcement, different size 
bars and/or bars made from a different grade of steel are 
permitted provided an equivalent area of steel per linear 
foot of wall is provided. Use of Table R61 1 .5.4(2) is per- 
mitted to determine the maximum bar spacing for differ- 
ent bar sizes than specified in the tables and/or bars made 
from a different grade of steel. Bars shall not be spaced 
less than one-half the wall thickness, or more than 48 
inches (1219 mm) on center. 

R611.5.5 Construction joints in walls. Construction joints 
shall be made and located to not impair the strength of the 
wall. Construction joints in plain concrete walls, including 
walls required to have not less than No. 4 bars at 48 inches 
(1219 mm) on center by Section R611.6, shall be located at 
points of lateral support, and a minimum of one No. 4 bar 
shall extend across the construction joint at a spacing not to 
exceed 24 inches (610 mm) on center. Construction joint 
reinforcement shall have a minimum of 12 inches (305 mm) 


embedment on both sides of the joint. Construction joints in 
reinforced concrete walls shall be located in the middle third 
of the span between lateral supports, or located and con- 
structed as required for joints in plain concrete walls. 

Exception; Vertical wall reinforcement required by this 
code is permitted to be used in lieu of construction joint 
reinforcement, provided the spacing does not exceed 24 
inches (610 mm), or the combination of wall reinforce- 
ment and No. 4 bars described above does not exceed 24 
inches (610 mm). 

R611.6 Above-grade wall requirements. 

R611.6.1 General. The minimum thickness of load-bear- 
ing and nonload-bearing above-grade walls and reinforce- 
ment shall be as set forth in the appropriate table in this 
section based on the type of wall form to be used. Where the 
wall or building is not within the limitations of Section 
R61 1 .2, design is required by the tables in this section, or the 
wall is not within the scope of the tables in this section, the 
wall shall be designed in accordance with ACI 318. 

Above-grade concrete walls shall be constructed in 
accordance with this section and Figure R61 1.6(1), 
R611.6(2), R611.6(3),or R611.6(4). Above-grade concrete 
walls that are continuous with stem walls and not laterally 
supported by the slab-on-ground shall be designed and con- 
structed in accordance with this section. Concrete walls 
shall be supported on continuous foundation walls or 
slabs-on-ground that are monolithic with the footing in 
accordance with Section R403. The minimum length of 
solid wall without openings shall be in accordance with Sec- 
tion R611.7. Reinforcement around openings, including 
lintels, shall be in accordance with Section R61 1.8. Lateral 
support for above-grade walls in the out-of-plane direction 
shall be provided by connections to the floor framing sys- 
tem, if applicable, and to ceiling and roof framing systems 
in accordance with Section R6 1 1 .9. The wall thickness shall 
be equal to or greater than the thickness of the wall in the 
story above. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-137 



WALL CONSTRUCTION 





z 


ry.(^' 


71 




SECTION A-A 


SIDE COVER 
FOR 90” 

AND 180” 
HOOK 


For SI: 1 degree = 0.0175 rad. 


FIGURE R611. 5.4(2) 

DEVELOPMENT LENGTH AND COVER FOR HOOKS AND BAR EXTENSION 




LESS THAN 4 d. EXTENSION 

HOOKS FOR REINFORCEMENT IN 
WALLS AND FOUNDATIONS 




For SI: 1 inch = 25.4 mm, 1 degree = 0.0175 rad. 


FIGURE R611. 5.4(3) 
STANDARD HOOKS 


6-138 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


TABLE R611 .5.4(2) 

MAXIMUM SPACING FOR ALTERNATE BAR SIZE AND/OR ALTERNATE GRADE OF STEEL* '’ ' 
BAR SIZE FROM APPLICABLE TABLE IN SECTION R611.6 

#4 I #5 I ^ 

Alternate bar size and/or alternate grade of steel desired 


BAR SPACING FROM 
APPLICABLE TABLE 
IN SECTION R61 1.6 
(inches) 


Maximum spacing (or alternate bar size and/or alternate grade of steel (inches) 


4 1 #5 

#6 

Maximum spacing 


8 

12 


9 

13 


10 

15 


11 

16 


Grade 60 

^4 I ^ 


Grade 4() 

1 #5 r 


Grade 60 
"#4 ^ ^ 


Grade 40 

1 #5 r 





For SI: 1 inch = 25.4 mm. 

a. This table is for use with tables in Section R61 1.6 that specify the minimum barsize and maximum spacing of vertical wall reinforcement for foundation walls and 
above-grade walls. Reinforcement specified in tables in Section R61 1.6 is based on Grade 60 (420MPa) steel reinforcement. 

b. Bar spacing shall not exceed 48 inches on center and shall not be less than one-half the nominal wall thickness. 

c. For Grade 50 (350 MPa) steel bars (ASTM A 996, Type R), use spacing forGrade40 (280 MPa) bars or interpolate between Grade 40 (280 MPa) and Grade 60 (420 
MPa). 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-139 



































































































































WALL CONSTRUCTION 


R611.6.2 Wall reinforcement for wind. Vertical wall rein- 
forcement for resistance to out-of-plane wind forces shall 
be determined from Table R61 1.6(1), R61 1.6(2), R61 1.6(3) 
or R6 11.6(4). Also, see Sections R611.7.2.2.2 and 
R61 1.7. 2.2.3. There shall be a vertical bar at all comers of 
exterior walls. Unless more horizontal reinforcement is 
required by Section R611.7.2.2.1, the minimum horizontal 
reinforcement shall be four No. 4 bars [Grade 40 (280 
MPa)] placed as follows: top bar within 12 inches (305 mm) 
of the top of the wall, bottom bar within 12 inches (305 mm) 
of the finish floor, and one bar each at approximately 
one-third and two-thirds of the wall height. 

R611.6.3 Continuity of wall reinforcement between sto- 
ries. Vertical reinforcement required by this section shall be 
continuous between elements providing lateral support for 
the wall. Reinforcement in the wall of the story above shall be 
continuous with the reinforcement in the wall of the story 
below, or the foundation wall, if applicable. Lap splices, 
where required, shall comply with Section R611.5.4.3 and 
Figure R611. 5.4(1). Where the above-grade wall is sup- 
ported by a monolithic slab-on-ground and footing, dowel 
bars with a size and spacing to match the vertical above-grade 
concrete wall reinforcement shall be embedded in the mono- 
lithic slab-on-ground and footing the distance required to 
develop the dowel bar in tension in accordance with Section 
R61 1. 5.4.4 and Figure R61 1.5.4(2) and lap-spliced with the 



SECTION CUT THROUGH FLAT WALL OR VERTICAL 
CORE OF AWAFFLE— OR SCREEN-GRID WALL 


For SI: 1 foot = 304.8 mm, 

FIGURE R611. 6(1) 

ABOVE-GRADE CONCRETE WALL CONSTRUCTION ONE 


above-grade wall reinforcement in accordance with Section 
R6] 1. 5.4.3 and Figure R61 1.5.4(1). 

Exception: Where reinforcement in the wall above can- 
not be made continuous with the reinforcement in the 
wall below, the bottom of the reinforcement in the wall 
above shall be terminated in accordance with one of the 
following: 

1. Extend below the top of the floor the distance 
required to develop the bar in tension in accordance 
with Section R61 1. 5.4.4 and Figure R61 1. 5.4(2). 

2. Lap-spliced in accordance with Section R61 1 .5.4.3 
and Figure R61L5.4(1) with a dowel bar that 
extends into the wall below the distance required to 
develop the bar in tension in accordance with Sec- 
tion R61 1. 5.4.4 and Figure R61 1. 5.4(2). 

Where a construction joint in the wall is located below the 
level of the floor and less than the distance required to 
develop the bar in tension, the distance required to develop 
the bar in tension shall be measured from the top of the con- 
crete below the joint. See Section R61 1.5.5. 



SECTION CUT THROUGH FLAT WALL OR VERTICAL 
CORE OF A WAFFLE— OR SCREEN-GRID WALL 

For SI: 1 foot = 304.8 mm. 

FIGURE R61 1.6(2) 

ABOVE-GRADE CONCRETE WALL CONSTRUCTION 
CONCRETE FIRST-STORY AND 
LIGHT-FRAMED SECOND-STORY 


6-140 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 



SECTION CUT THROUGH FLAT WALL OR VERTICAL 
CORE OF A WAFFLE- OR SCREEN-GRID WALL 


For SI: 1 foot = 304.8 mm. 

FIGURE R611.6(3) 
ABOVE-GRADE CONCRETE WALL 
CONSTRUCTION TWO-STORY 


R61 1.6.4 Termination of reinforcement. Where indicated 
in items 1 through 3 below, vertical wall reinforcement in 
the top-most story with concrete walls shall be terminated 
with a 90-degree (1.57 rad) standard hook complying with 
Section R611.5.4.5 and Figure R61 1. 5.4(3). 

1. Vertical bars adjacent to door and window openings 
required by Section R611.8.1.2. 

2. Vertical bars at the ends of required solid wall seg- 
ments. See Section R611.7.2.2.2. 

3. Vertical bars (other than end bars - see item 2) used 
as shear reinforcement in required solid wall seg- 
ments where the reduction factor for design strength, 
Rj, used is based on the wall having horizontal and 
vertical shear reinforcement. See Section 
R611.7.2.2.3. 



For SI: I inch = 25.4 mm. 

FIGURE R61 1.6(4) 

ABOVE-GRADE CONCRETE WALL SUPPORTED ON 
MONOLITHIC SLAB-ON GROUND FOOTING 

The bar extension of the hook shall be oriented parallel to 
the horizontal wall reinforcement and be within 4 inches 
(102 mm) of the top of the wall. 

Horizontal reinforcement shall be continuous around the 
building comers by bending one of the bars and lap-splicing 
it with the bar in the other wall in accordance with Section 
R611.5.4.3 and Figure R611.5.4(l). 

Exception: In lieu of bending horizontal reinforcement 
at comers, separate bent reinforcing bars shall be permit- 
ted provided that the bent bar is lap-spliced with the hori- 
zontal reinforcement in both walls in accordance with 
Section R611.5.4.3 and Figure R61 1. 5.4(1). 

In required solid wall segments where the reduction fac- 
tor for design strength, Rj, is based on the wall having hori- 
zontal and vertical shear reinforcement in accordance with 
Section R611.7.2.2.1, horizontal wall reinforcement shall 
be terminated with a standard hook complying with Section 
R61 1 .5.4.5 and Figure R61 1. 5.4(3) or in a lap-splice, except 
at corners where the reinforcement shall be continuous as 
required above. 

R61 1.6.5 Location of reinforcement in wall. Except for 
vertical reinforcement at the ends of required solid wall seg- 
ments, which shall be located as required by Section 
R611.7.2.2.2, the location of the vertical reinforcement 
shall not vary from the center of the wall by more than the 
greater of 10 percent of the wall thickness and ^/g-inch (10 
mm). Horizontal and vertical reinforcement shall be located 
to provide not less than the minimum cover required by Sec- 
tion R61 1.5.4. 1. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-141 



WALL CONSTRUCTION 


TABLE R61 1.6(1) 

MINIMUM VERTICAL REINFORCEMENT FOR FLAT ABOVE-GRADE WALLS’- 


MAXIMUM WIND SPEED 
(mph) 

MAXIMUM 

UNSUPPORTED WALL 
HEIGHT PER STORY 
(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING (inches)'- ° 

Nominal*' wall thickness (inches) 

Exposure Category 

4 

6 

8 

10 

B 

c 

D 

Top' 

Side' 

Top' 

Side' 

Top' 

Side' 

Top' 

Side' 

85 

— 

— 

8 

4@48 

4@48 

4@48 

4@48 

4@48 

4@48 

4@48 

4@48 

9 

4@48 

4@43 

4@48 

4@48 

4@48 

4@48 

4@48 

4@48 

10 

4@47 

4@36 

4@48 

4@48 

4@48 

4@48 

4@48 

4@48 

90 

— 

— 

8 

4@48 

4@47 

4@48 

4 @48 

4@48 

4@48 

4@48 

4@48 

9 

4@48 

4@39 

4@48 

4@48 

4@48 

4@48 

4@48 

4 @48 

10 

4@42 

4@34 

4@48 

4@48 

4 @48 

4@48 

4@48 

4@48 

100 

85 

— 

8 

4@48 

4@40 

4@48 

4@48 

4 @48 

4@48 

4@48 

4@48 

9 

4@42 

4@34 

4@48 

4@48 

4 @48 

4@48 

4@48 

4@48 

10 

4@34 

4@34 

4@48 

4@48 

4 @48 

4@48 

4@48 

4@48 

110 

90 

85 

8 

4@44 

4@34 

4@48 

4@48 

4@48 

4@48 

4@48 

4@48 

9 

4@34 

4@34 

4@48 

4@48 

4@48 

4@48 

4@48 

4@48 

10 

4@34 

4@31 

4@48 

4@37 

4 @48 

4@48 

4@48 

4@48 

120 

100 

90 

8 

4@36 

4@34 

4@48 

4@48 

4 @48 

4@48 

4@48 

4@48 

9 

4@34 

4@32 

4@48 

4@38 

4 @48 

4@48 

4@48 

4@48 

10 

4@30 

4@27 

4@48 

5 @48 

4@48 

4 @48 

4@48 

4@48j 

130 

110 

100 

8 

4@34 

4@34 

4@48 

4@48 

4 @48 

4@48 

4@48 

4@48" 

9 

4@32 

4@28 

4@48 

4@33 

4@48 

4@48 

4@48 

4@48 

10 

4@26 

4@23 

4@48 

5@43 

4 @48 

4@48 

4@48 

4@48 


For SI:1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895kPa. 

a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 ft, interior wall area 4, an effective wind 
area of 10 fP, and topographic factor, and importance factor, /, equal to 1.0. 

b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. 

c. See Section R61 1.6.5 for location of reinforcement in wall. 


d. Deflection criterion is L/240, where L is the unsupported height of the wall in inches. 

e. Interpolation is not permitted. 

f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. 

g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforce- 
ment with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R61 1. 5.4.7 and 
Table R611.5.4(2). 

h. See Table R61 1.3 for tolerances on nominal thicknesses. 


i. Top means gravity load from roof and/or floor construction bears on top of wall. Side means gravity load from floor construction is transferred to wall from a wood 
ledger or cold-formed steel track bolted to side of wall. Where floor framing members span parallel to the wall, use of the top bearing condition is permitted. 


6-142 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


TABLE R611.6(2) 

MINIMUM VERTICAL REINFORCEMENT FOR WAFFLE-GRID ABOVE-GRADE WALLS‘' '> ‘= ‘''“ 


MAXIMUM WIND SPEED 
(mph) 

MAXIMUM 

UNSUPPORTED WALL 
HEIGHT PER STORY 
(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING (inches)'' 9 

Nominal'' wall thickness (inches) 

Exposure Category 

6 

8 

B 

c 

D 

Top' 

Side' 

Top' 

Side' 

85 

— 

— 

8 

4@48 

4@36,5@48 

4@48 

4@48 

9 

4@48 

4@30, 5@47 

4@48 

4 @45 

10 

4048 

4@26, 5@40 

4 @48 

4@39 

90 

— 

— 

8 

4@48 

4@33, 5@48 

4@48 

4@48 

9 

4@48 

4@28,5@43 

4 @48 

4@42 

10 

4@31, 5@48 

4@24, 5@37 

4@48 

4@36 

100 

85 

— 

s' 

.4@48 

4@28, 5@44 

4@48 

4@43 

9 

4@31,5@48 

4@24, 5@37 

4@48 

4@36 

10 

4@25,5@39 

4@24, 5@37 

4@48 

4@31,5@48 

110 

90 

85 

8 

4@33, 5@48 

4@25, 5@38 

4@48 

4@38 

9 

4@26, 5@40 

4@24, 5@37 

4@48 

4@31,5@48 

10 

4@24, 5@37 

4@23,5@35 

4@48 

4@27, 5@41 

120 

100 

90 

8 

4@27, 5@42 

4@24, 5@37 

4@48 

4@33,5@48 

9 

4@24,5@37 

4@23,5@36 

4@48 

4@27,5@43 

10 

4@23,5@35 

4@19, 5@30 

4@48 

4@23, 5@36 

130 

110 

100 

8 

4@24, 5@37 

4@24, 5@37 

4@48 

4@29, 5@45 

9 

4@24, 5@37 

4@20,5@32 

4@48 

4@24, 5@37 

10 

4@19, 5@30 

4@17, 5@26 

4@23.5@36 

4@20, 5@31 


For SI: 1 inch = 25.4 mm;l foot = 304.8 mm; 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895kPa. 

a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 ft ( 10 668 mm), interior wall area 4, an 
effective wind area of 10 ft^ (0.9 m^), and topographic factor, and importance factor, /, equal to 1 .0. 

b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi (17.2 MPa). 

c. See Section R61 1 .6.5 for location of reinforcement in wall. 

d. Deflection criterion is T/240, where L is the unsupported height of the wall in inches. 

e. Interpolation is not permitted. 

f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. 

g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings 
shown are the values calculated for the specified bar size. Where the bar used is Grade 60 (420 MPa) and the size specified in the table, the actual spacing in the wall 
shall not exceed a whole-number multiple of 12 inches (i.e., 1 2, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield 
strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R61 1 .5.4.7 and Table R61 1 .5.4(2). 

h. See Table R61 1.3 for minimum core dimensions and maximum spacing of horizontal and \ertical cores. 

i. Top means gravity load from roof and/or floor consbuction bears on top of wall. Side means gravity load from floor construction is transferred to wall from a wood led- 
ger or cold-formed steel track bolted to side of wall. Where floor framing members span parallel to the wall, the top bearing condition is permitted to be used. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-143 





WALL CONSTRUCTION 


TABLE R611.6(3) 

MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH SCREEN-GRID ABOVE-GRADE WALLS" *’ ' '’ ' 


MAXIMUM WIND SPEED 
(mph) 

MAXIMUM 

UNSUPPORTED WALL 
HEIGHT PER STORY 
(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING (Inches)*' ° 

Nominal*’ wall thickness (inches) 

Exposure Category 

6 

B 

c 

D 

Top' 

Side' 

85 

— 

— 

8 

4@48 

4@34, 5@48 

9 

4@48 

4@29, 5@45 

10 

4@48 

4@25,5@39 

90 

— 

— 

8 

4@48 

4@31,5@48 

9 

4@48 

4@27,5@41 

10 

4@30, 5@47 

4@23,5@35 

100 

85 


8 

4@48 

4@27, 5@42 

9 

4@30, 5@47 

4@23, 5@35 

10 

4@24,5@38 

4@22, 5@34 

110 

90 

85 

8 

4@48 

4@24, 5@37 

9 

4@25, 5@38 

4@22,5@34 

10 

4@22,5@34 

4@22, 5@34 

120 

100 

90 

8 

4@26,5@41 

4@22, 5@34 

9 

4@22, 5@34 

4@22,5@34 

10 

4@22,6@34 

4@19,5@26 

130 

110 

100 

8 

4@22,5@35 

4@22,5@34 

9 

4@22, 5@34 

4@20, 5@30 

10 

4@19, 5@29 

4@16,5@25 


For SI: 1 inch = 25.4 mm; 1 foot = 304,8 mm; 1 mph = 0.447 m/s, pound per square inch = 6.895kPa. 

a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 ft, interior wall area 4, an effective wind 
area of 10 tf, and topographic factor, K^, and importance factor, /, equal to 1.0. 

b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. 

c. See Section R61 1.6.5 for location of reinforcement in wall. 

d. Deflection criterion is i/240, where L is the unsupported height of the wall in inches. 

e. Interpolation is not permitted. 

f. WhereNo. 4 reinforcing bars at a spacing of 48 inches are specified in the table, use of bars with a minimum yield strength of 40,000psi or 60,000 psi is permitted. 

g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi (420 MPa). Maxi- 
mum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the 
wall shall not exceed a whole-numbermultipleof 12 inches (i.e., 12,24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement with a 
yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R61 1. 5.4.7 and Table 
R6 11. 5.4(2). 

h. See Table R611.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. 

i. Top means gravity load from roof and/or floor construction bears on top of wall. Side means gravity load from floor construction is transferred to wall from a wood 
ledger or cold-formed steel track bolted to side of wall. Where floor framing members span parallel to the wall, use of the top bearing condition is permitted. 


6-144 


2011 OREGON RESIDENTIAL SPECIALTY CODE 





WALL CONSTRUCTION 


TABLE R61 1.6(4) 

MINIMUM VERTICAL REINFORCEMENT FOR FLAT, WAFFLE- AND SCREEN-GRID ABOVE-GRADE WALLS 
DESIGNED CONTINUOUS WITH FOUNDATION STEM WALLS“ *‘ '= ' 


MAXIMUM WIND 
SPEED 
(mph) 

HEIGHT OF 
STEM WALL"' ' 
(feet) 

MAXIMUM 
DESIGN LATERAL 
SOIL LOAD 
(psf/ft) 

MAXIMUM 
UNSUPPORTED 
HEIGHT OF ABOVE- 
GRADE WALL 
(feet) 

MINIMUM VERTICAL REINFORCEMENT— BAR SIZE AND SPACING 
(inches)'’ ® 

Wall type and nominal thickness' (inches) 

Exposure Category 

Fiat 

Waffle 

Screen 

B 

c 

D 

4 

6 

8 

10 

6 

8 

6 

85 

— 

— 

3 

30 

8 

4(333 

4(2)39 

4@48 

4@48 

4@24 

4@28 

4@22 

10 

4@26 

5(3)48 

4@41 

4@48 

4@19 

4@22 

4@18 

60 

10 

4@21 

5(®40 

5 @48 

4@44 

4@16 

4@19 

4@15 

6 

30 

10 

DR 

5@22 

6@35 

6@43 

DR 

4@11 

DR 

60 

10 

DR 

DR 

6@26 

6@28 

DR 

DR 

DR 

90 

— 

— 

3 

30 

8 

4(®30 

4(3)36 

4@48 

4@48 

4@22 

4@26 

4@21 

10 

4@24 

5(2)44 

4@38 

4(2)48 

4@17 

4@21 

4@17 

60 

10 

4(320 

5(3)37 

4(0)48 

4@41 

4@15 

4@18 

4@14 

6 

30 

10 

DR 

5@21 

6@35 

6@41 

DR 

4@10 

DR 

60 

10 

DR 

DR 

6@26 

6@28 

DR 

DR 

DR 

100 

85 

— 

3 

30 

8 

4@26 

5 @48 

4 @42 

4@48 

4@19 

4@23 

4@)8 

10 

4@20 

5@37 

4@33 

4@41 

4@15 

4@18 

4@14 

6 

60 

10 

4(3)17 

5@34 

5 @44 

4@36 

4@13 

4@17 

4@12 

30 

10 

DR 

5 @20 

6@35 

6@38 

DR 

4@9 

DR 

60 

10 

DR 

DR 

6@24 

6@28 

DR 

DR 

DR 

110 

90 

85 

3 

30 

8 

4@22 

5 @42 

4@37 

4 @46 

4@16 

4@20 

4@16 

10 

4(3)17 

5@34 

5 @44 

4@35 

4@12 

4@17 

4@12 

60 

10 

4@15 

5@34 

5@39 

5 @48 

4@11 

4@17 

4@11 

6 

30 

10 

DR 

5@18 

6@35 

6@35 

DR 

4@9 

DR 

60 

10 

DR 

DR 

6@23 

6@28 

DR 

DR 

DR 

120 

100 

90 

3 

30 

8 

4@19 

5@37 

5 @48 

4@40 

4@14 

4@17 

4@14 

10 

4@14 

5@34 

5@38 

5 @48 

4@11 

4@17 

4@l0 

60 

10 

4(3)13 

5@33 

6@48 

5 @43 

4@10 

4@16 

4@9 

6 

30 

10 

DR 

5@16 

6@33 

6@32 

DR 

4@8 

DR 

60 

10 

DR 

DR 

6@22 

6@28 

DR 

DR 

DR 

130 

110 

100 

3 

30 

8 

4@17 

5@34 

5@44 

4@36 

4@12 

4@17 

4@10 

10 

DR 

5@32 

6@47 

5@42 

4@9 

4@15 

DR 

60 

10 

DR 

5@29 

6 @43 

5@39 

DR 

4@14 

DR 

6 

30 

10 

DR 

5@15 

6@30 

6@29 

DR 

4@7 

DR 

60 

10 

DR 

DR 

6@21 

6@27 

DR 

DR 

DR 


For SI: I inch = 25.4 mm; I foot = 304.8 mm; 1 mile per hour = 0.447 m/s; I pound per square foot per foot = 0.1 571 kPa/m. 

a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 ft ( 1 0 668 mm), interior wall area 4, an 
effecbve wind area of 10 and topographic factor, K^, and importance factor, /, equal to 1.0. 

b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. 

c. See Section R61 1.6.5 for location of reinforcement in wall. 

d. Deflection criterion is L/240, where L is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. 

e. Interpolation is not permitted. For intermediate values ofbasic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher 
value. 

f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table, useof bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. 

g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings 
shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual 
spacing in the wall shall not exceed a whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical rein- 
forcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R6 1 1 .5.4.7 
and Table R611. 5.4(2). 

h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. 

i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported 
at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the 
top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. 

j. See Table R611.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle- and 
screen-grid walls. 

k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred 
to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R6 1 1 .6( 1 ), R6 1 1 .6(2) and R6 1 1 .6(3). 

l. DR indicates design required. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-145 




WALL CONSTRUCTION 


R611.7 Solid walls for resistance to lateral forces. 

R611.7.1 Length of solid wall. Each exterior wall line in 
each story shall have a total length of solid wall required by 
Section R611.7.1.1. A solid wall is a section of flat, waf- 
fle-grid or screen-grid wall, extending the full story height 
without openings or penetrations, except those permitted by 
Section R61 1 .7.2. Solid wall segments that contribute to the 
total length of solid wall shall comply with Section 
R61 1.7.2. 

R611.7.1.1 Length of solid wall for wind. All buildings 
shall have solid walls in each exterior endwall line (the 
side of a building that is parallel to the span of the roof or 
floor framing) and sidewall line (the side of a building 
that is perpendicular to the span of the roof or floor fram- 
ing) to resist lateral in-plane wind forces. The site-appro- 
priate basic wind speed and exposure category shall be 
used in Tables R611.7(1A) through (1C) to determine 
the unreduced total length, UR, of solid wall required in 
each exterior endwall line and sidewall line. For build- 
ings with a mean roof height of less than 35 feet (10 668 
mm), the unreduced values determined from Tables 
R611.7(1A) though (1C) is permitted by multiplying by 
the applicable factor, Rl, from Table R61 1.7(2); how- 
ever, reduced values shall not be less than the minimum 
values in Tables R611.7(1A) through (1C). Where the 
floor-to-ceiling height of a story is less than 10 feet (3048 
mm), the unreduced values determined from Tables 
R611.7(1A) through (C), including minimum values, is 
permitted to be reduced by multiplying by the applicable 
factor, R 2 , from Table R6 1 1 .7(3). To account for different 
design strengths than assumed in determining the values 
in Tables R611.7(1A) through (1C), the unreduced 
lengths determined from Tables R611.7(1A) through 
(1C), including minimum values, are permitted to be 
reduced by multiplying by the applicable factor, R^, from 
Table R61 1.7(4). The reductions permitted by Tables 
R61 1.7(2), R61 1.7(3) and R61 1.7(4) are cumulative. 

The total length of solid wall segments, TL, in a wall 
line that comply with the minimum length requirements 
of Section R611.7.2.1 [see Figure R61 1.7(1)] shall be 
equal to or greater than the product of the unreduced 
length of solid wall from Tables R611.7(1A) through 
(1C), UR and the applicable reduction factors, if any, 
from Tables R61 1.7(2), R61 1.7(3) and R61 1.7(4) as 
indicated by Equation R61 1-1. 

TL>Rr Rl- R}- UR (Equation R611-1) 

Where 

TL - total length of solid wall segments in a wall 
line that comply with Section R6 1 1 .7.2. 1 [see 
Figure R61 1.7(1)], and 

R, = 1 .0 or reduction factor for mean roof height 
from Table R61 1.7(2), 

Rj = 10 or reduction factor for floor-to-ceiling 
wall height from Table R61 1.7(3), 


Rj = 1.0 or reduction factor for design strength 
from Table R61 1.7(4), and 

UR = unreduced length of solid wall from Tables 
R611.7(1A) through (1C). 

The total length of solid wall in a wall line, TL, shall 
not be less than that provided by two solid wall segments 
complying with the minimum length requirements of 
Section R61 1.7.2.I. 

To facilitate determining the required wall thickness, 
wall type, number and grade of vertical bars at the each 
end of each solid wall segment, and whether shear rein- 
forcement is required, use of Equation R611-2 is permit- 
ted. 

Rj < — (Equation R611-2) 

R| • R 2 ■ UR 

After determining the maximum permitted value of 
the reduction factor for design strength, Rj, in accor- 
dance with Equation R611-2, select a wall type from 
Table R61 1.7(4) with R 3 less than or equal to the value 
calculated. 

R611.7.2 Solid wall segments. Solid wall segments that 
contribute to the required length of solid wall shall comply 
with this section. Reinforcement shall be provided in 
accordance with Section R61 1.7.2.2 and Table R61 1.7(4). 
Solid wall segments shall extend the full story-height with- 
out openings, other than openings for the utilities and other 
building services passing through the wall. In flat walls 
and waffle-grid walls, such openings shall have an area of 
less than 30 square inches (19 355 mm^) with no dimension 
exceeding 6'/4 inches (159 mm), and shall not be located 
within 6 inches (152 mm) of the side edges of the solid wall 
segment. In screenrgrid walls, such openings shall be 
located in the portion of the solid wall segment between 
horizontal and vertical cores of concrete and opening size 
and location are not restricted provided no concrete is 
removed. 

R611.7.2.1 Minimum length of solid wall segment 
and maximum spacing. Only solid wall segments equal 
to or greater than 24 inches (610 mm) in length shall be 
included in the total length of solid wall required by Sec- 
tion R61 1.7.1. In addition, no more than two solid wall 
segments equal to or greater than 24 inches (610 mm) in 
length and less than 48 inches (1219 mm) in length shall 
be included in the required total length of solid wall. The 
maximum clear opening width shall be 18 feet (5486 
mm). See Figure R611.7(l). 

R611.7.2.2 Reinforcement in solid wail segments. 

R611.7.2.2.1 Horizontal shear reinforcement. 

Where reduction factors for design strength, Rj, from 
Table R61 1.7(4) based on horizontal and vertical 
shear reinforcement being provided are used, solid 
wall segments shall have horizontal reinforcement 
consisting of minimum No. 4 bars. Horizontal shear 


6-146 


2011 OREGON RESIDENTIAL SPECIALTY CODE 



WALL CONSTRUCTION 


reinforcement shall be the same grade of steel 
required for the vertical reinforcement at the ends of 
solid wall segments by Section R611.7.2.2.2. 

The spacing of horizontal reinforcement shall not 
exceed the smaller of one-half the length of the solid 
wall segment, minus 2 inches (51 mm), and 18 inches 
(457 mm). Horizontal shear reinforcement shall ter- 
minate in accordance with Section R61 1.6.4. 

R611.7.2.2.2 Vertical reinforcement. Vertical rein- 
forcement applicable to the reduction factor(s) for 
design strength, R 3 , from Table R61 1 .7(4) that is used, 
shall be located at each end of each solid wall segment 
in accordance with the applicable detail in Figure 
R61 1.7(2). The No. 4 vertical bar required on each 
side of an opening by Section R61 1 .8. 1 .2 is permitted 
to be used as reinforcement at the ends of solid wall 
segments where installed in accordance with the 
applicable detail in Figure R61 1.7(2). There shall be 
not less than two No. 4 bars at each end of solid wall 
segments located as required by the applicable detail 
in Figure R6 1 1.7(2). One of the bars at each end of 
solid wall segments shall be deemed to meet the 
requirements for vertical wall reinforcement required 
by Section R611.6. 

The vertical wall reinforcement at each end of each 
solid wall segment shall be developed below the bot- 
tom of the adjacent wall opening [see Figure 
R61 1.7(3)] by one of tbe following methods: 

1 . Where the wall height below the bottom of the 
adjacent opening is equal to or greater than 22 
inches (559 mm) for No. 4 or 28 inches (711 
mm) for No. 5 vertical wall reinforcement, rein- 
forcement around openings in accordance with 
Section R61 1.8.1 shall be sufficient, or 

2. Where the wall height below the bottom of the 
adjacent opening is less than required by Item 1 
above, the vertical wall reinforcement adjacent 
to the opening shall extend into the footing far 
enough to develop the bar in tension in accor- 


dance with Section R611.5.4.4 and Figure 
R611. 5.4(2), or shall be lap-spliced with a 
dowel that is embedded in the footing far 
enough to develop the dowel-bar in tension. 

R611.7.2.2.3 Vertical shear reinforcement. Where 
reduction factors for design strength, R^, from Table 
R61 1.7(4) based on horizontal and vertical shear rein- 
forcement being provided are used, solid wall seg- 
ments shall have vertical reinforcement consisting of 
minimum No. 4 bars. Vertical shear reinforcement 
shall be the same grade of steel required by Section 
R611.7.2.2.2 for the vertical reinforcement at the 
ends of solid wall segments. The spacing of vertical 
reinforcement throughout the length of the segment 
shall not exceed the smaller of one third the length of 
the segment, and 1 8 inches (457 mm). Vertical shear 
reinforcement shall be continuous between stories in 
accordance with Section R61 1.6.3, and shall termi- 
nate in accordance with Section R61 1.6.4. Vertical 
shear reinforcement required by this section is per- 
mitted to be used for vertical reinforcement required 
by Table R611.6(l), R611.6(2), R611.6(3) or 
R61 1.6(4), whichever is applicable. 

R611.7.2.3 Solid wall segments at comers. At all inte- 
rior and exterior comers of exterior walls, a solid wall 
segment shall extend the full height of each wall story. 
The segment shall have the length required to develop the 
horizontal reinforcement above and below the adjacent 
opening in tension in accordance with Section 
R61 1. 5.4.4. For an exterior comer, the limiting dimen- 
sion is measured on the outside of the wall, and for an 
interior comer the limiting dimension is measured on the 
inside of the wall. See Section R61 1.8.1. The length of a 
segment contributing to the required length of solid wall 
shall comply with Section R61 1.7.2. 1. 

The end of a solid wall segment complying with the 
minimum length requirements of Section R61 1.7.2. 1 
shall be located no more than 6 feet ( 1 829 mm) from each 
comer. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-147 



WALL CONSTRUCTION 


TABLE R611.7(1A) 

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE 

ONE STORY OR TOP STORY OF TWO-STORY°'‘= ‘'° ''= 





UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet) 




Basic Wind Speed (mph) Exposure 




85B 

SOB 

100B 

110B 

120B 

130B 


SIDEWALL 

LENGTH 

(feet) 

ENDWALL 

LENGTH 

(feet) 

ROOF 

SLOPE 



85C 

90C 

100c 

110c 





85D 

90D 

100D 

Minimum'’ 



< 1:12 


1.01 

1.25 

1.51 

1.80 

2.11 

0.98 


15 

5:12 

■' ' -f?5 '■ ■ 

'Hr'ITIb' ‘ 

1.73 

2.09 

2.49 

2.92 

1.43 


7:12 

1.75 

1.96 

2.43 

2.93 

3.49 

4.10 

1.64 



12:12 

2.80 

3.13 

3.87 

4.68 

5.57 

6.54 

2.21 



< 1:12 

i-‘.v 


1.25 

1.51 

1.80 

2.11 

1.09 


30 

5:12 



■■ ■' i?f73 ‘ ' 

2.09 

2.49 

2.92 

2.01 


7:12 

2.43 

2.73 

3.37 

4.08 

4.85 

5.69 

2.42 

15 


12:12 

4.52 

5.07 

6.27 

7.57 

9.01 

10.58 

3.57 


< 1:12 



1 25 

1.51 

1.80 

2.11 

1.21 


45 

5:12 


r— ’ - - 



isndt .fgj 

2.92 

2.59 


7:12 



4.32 

5.22 

6.21 

7.29 

3.21 



12:12 

6.25 

7.00 

8.66 

10.47 

12.45 

14.61 

4.93 



< 1:12 

1)11(1 

• ...[111 

.’■ '1 25/ 

1.51 

1.80 

2.11 

1.33 


60 

5:12 

'■] 25"' 

I4()' 





3.16 


7:12 

' 3'.80- ■■ 

4.26 

5.26 

6.36 

7.57 

8.89 

3.99 



12:12 

7.97 

8.94 

11.05 

13.36 

15.89 

18.65 

6.29 



< 1:12 


., I: So - 

2.23 

2.70 

3.21 

3.77 

1.93 


15 

5:12 

'iM 

"■ 2.51, 

3.10 

3.74 

4.45 

5.23 

2.75 


7:12 

3.15 

3.53 

4.37 

5.28 

6.28 

7.37 

3.12 



12:12 

4.90 

5.49 

6.79 

8.21 

9.77 

11.46 

4.14 



< 1:12 

l.f^l ... 

... 

2.23 

2.70 

3.21 

3.77 

2.14 


30 

5:12 


■ rs'i 

3.li)' ■ 

>S'.%Xt4r7--' 

4.45 

5.23 

3.78 


7:12 

■ 4.30 

4.82 

5.96 

7.20 

8.57 

10.05 

4.52 

30 


12:12 

7.79 

8.74 

10.80 

13.06 

15.53 

18.23 

6.57 







3.21 

3.77 

2.35 


45 

B9 






5.23 

4.81 


mm 


6.10 

7.54 

9.12 

10.85 

12.73 

5.92 



12:12 

10.69 

11.98 

14.81 

17.90 

21.30 

25.00 

9.00 






. 3.10 ,v 

2.70 

3.21 

3.77 

2.56 




f''.'” . "t: 




5.84 




7.39 

9.13 



15.41 

7.32 



12:12 

13.58 

15.22 

18.82 

22.75 

27.07 

31.77 

11.43 


(continued) 


6-148 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 


TABLE R611. 7(1 A)— continued 

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE 

ONE STORY OR TOP STORY OF TWO-STORY” '= ‘’ ''’9 


SIDEWALL 

LENGTH 

(feet) 

ENDWALL 

LENGTH 

(feet) 

ROOF 

SLOPE 

UNREDUCED LENGTH, UR , OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet) 

Basic Wind Speed (mph) Exposure 

85B 

90B 

100B 

110B 

120B 

130B 

Minimum^ 



85C 

90C 

100c 

110c 




85D 

90D 

1000 

60 

15 

< 1:12 

• L 2 . 9,9 

3.35 

4.14 

5.00 

5,95 

6.98 

3.83 

5:12 

^ ' 4.15 

4.65 

5.75 

6.95 

8.27 

9.70 

5.37 

7:12 

: ’ 5.91 

6.63 

8.19 

9.90 

11.78 

13.83 

6.07 

12:12 

9.05 

10.14 

12.54 

15.16 

18.03 

21.16 

8.00 

30 

< 1:12 

, 2.99 

3.35 

4.14 

5.00 

5.95 

6.98 

4.23 

5:12 

, , 4.15 

4.65 

5.75 

6.95 

8.27 

9.70 

7.31 

7:12 

7.97 

8.94 

■ 11.05 

13.36 

15.89 

18.65 

8.71 

12:12 

14.25 

15.97 

19.74 

23.86 

28.40 

33.32 

12.57 

45 

< 1:12 

3.11 

3.48 

4.30 

5.20 

6.19 

7.26 

4.63 

5:12 

. 4.31 

’■ 4"84 

5.98 

, 

8.60 

10.09 

9.25 

7:12 

10.24 

11.47 

14.19 

17.15 

20.40 

23.84 

11.35 

12:12 

19.84 

22.24 

27.49 

33.23 

39.54 

46.40 

17.14 

60 

< 1:12 

3.22 

3.61 

4.46 

5.39 

6.42 

7.53 

5.03 

5:12 

4:47 

5.01 

6.19 

7.49 

8.91 

10.46 

11.19 

7:12 

12.57 

14.09 

17.42 

21.05 

25.05 

29.39 

13.99 

12:12 

25.61 

28.70 

35.49 

42.90 

51.04 

59.90 

21.71 


For SI: 1 inch = 25.4 tnm; 1 foot = 304.8 mm; 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146kN/m, 1 pound per square foot = 47.88 Ph. 

a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 6- 10 of ASCE 7 for a building with a mean roof height of 35 feet ( 1 0 

668 mm). For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to 
be resisted by solid wall segments in each endwall [Table R61 1.7(lA)orR6l 1.7( IB) or sidewall (Table R611.7( 1C)], as appropriate. The forces to be resisted by 
each wall line were then divided by the default design strength of 840 pounds per linear foot (12.26 kN/m) of length to determine the required solid wall length. The 
actual mean roof height of the building shall not exceed the least horizontal dimension of the building. 

b. Tabulated lengths in the “minimum” column are based on the requirement of Section 6. 1 .4. 1 of ASCE 7 that the main wind-force resisting system be designed for a 
minimum service level force of 1 0 psf multiplied by the area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths 
in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section 
R611.7.1.1. 

c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, /? ,, from Table 
R61 1.7(2). The reduced length shall not be less than the “minimum” value shown in the table. 

d. Tabulated lengths for “one story or top story of two-story” are based on a floor-to-ceiling height of 1 0 feet. Tabulated lengths for “first story of two-story” are based 
on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceil ing heights less than assumed, use the lengths in Table R6 1 1 .7( 1 A), (IB) or 
(1C), or multiply the value in the table by the reduction factor, R^, from Table R61 1.7(3). 

e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be 
reduced by multiplying by the applicable reduction fector for design strength, R„ from Table R61 1.7(4). 

f. The reduction factors, /?,, /? 2 , and Rj, in Tables R61 1.7(2), R61 1.7(3), and R61 1.7(4), respectively, are permitted to be compounded, subject to the limitations of 

Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R61 1.7. 1 and R61 1.7.2. 1, 
respectively. 

g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. 


i 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-149 




WALL CONSTRUCTION 



TABLE R61 1.7(1 B) 

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE 

FIRST STORY OF TWO-STORY®’‘=’‘'’®'*’9 


SIDEWALL 

LENGTH 

(feet) 

ENDWALL 

LENGTH 

(feet) 

ROOF 

SLOPE 

UNREDUCED LENGTH. UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet) 

Basic Wind Sneed (moh) Exposure 

85B 

90B 

100B 

110B 

120B 

130B 

Minimum'’ 



85C 

90C 

100C 

HOC 




85D 

90D 

100D 

Velocity pressure (psf) 

11.51 

12.90 

15.95 

19.28 

22.94 

26.92 

15 

15 

< 1:12 

2.60 

2.92 

3.61 

4.36 

5.19 

6.09 

2.59 

5:12 

3.61 

4.05 

5.00 

6.05 

7.20 

8.45 

3.05 

7:12 

3.77 

4.23 

5.23 

6.32 

7.52 

8.82 

3.26 

12:12 

4.81 

5.40 

6.67 

8.06 

9.60 

11.26 

3.83 

30 

< 1:12 

2.60 

2.92 

3.61 

4.36 

5.19 

6.09 

2.71 

5:12 

3.61 

4.05 

5.00 

6.05 

7.20 

8.45 

3.63 

7:12 

4.45 

4.99 

6.17 

7.46 

8.88 

10.42 

4.04 

12:12 

6.54 

7.33 

9.06 

10.96 

13.04 

15.30 

5.19 

45 

< 1:12 

2.60 

2.92 

3.61 

4.36 

5.19 

6.09 

2.83 

5:12 

3.61 

4.05 

5.00 

6.05 

7.20 

8.45 

4.20 

7:12 

5.14 

5.76 

7.12 

8.60 

10.24 

12.01 

4.83 

12:12 

8.27 

9.27 

11.46 

13.85 

16.48 

19.34 

6.55 

60 

< 1:12 

2.60 

2.92 

3.61 

4.36 

5.19 

6.09 

2.95 

5:12 

3.61 

4.05 

5.00 

6.05 

7.20 

8.45 

4.78 

7:12 

5.82 

6.52 

8.06 

9.75 

11.60 

13.61 

5.61 

12:12 

9.99 

11.20 

13.85 

16.74 

19.92 

23.37 

7.90 

30 

15 

< 1:12 

4.65 

5.21 

6.45 

7.79 

9.27 

10.88 

5.16 

5:12 

6.46 

7.24 

8.95 

10.82 

12.87 

15.10 

5.98 

7:12 

6.94 

7.78 

9.62 

11.62 

13.83 

16.23 

6.35 

12:12 

8.69 

9.74 

12.04 

14.55 

17.32 

20.32 

7.38 

30 

< 1:12 

4.65 

' 5.21 

6.45 

7.79 

9.27 

10.88 

5.38 

5:12 

6.46 

7.24 

8.95 

10.82 

12.87 

15.10 

7.01 

7:12 

8.09 

9.06 

11.21 

13.54 

16.12 

18.91 

7.76 

12:12 

11.58 

12.98 

16.05 

19.40 

23.08 

27.09 

9.81 

45 

< 1:12 

4.65 

5.21 

6,45 

7.79 

9.27 

10.88 

5.59 

5:12 

6.46 

7.24 

8.95 

10.82 

12.87 

15.10 

8.04 

7:12 

9.23 

10.35 

12.79 

15.46 

18.40 

21.59 

9.16 

12:12 

14.48 

16.22 

20.06 

24.25 

28.85 

33.86 

12.24 

60 

< 1:12 

4.65 

5,21 

6.45 

7.79 

9.27 

10.88 

5.80 

5:12 

, 6.46 

7.24 

8.95 

10.82 

12.87 

15.10 

9.08 

7:12 

10.38 

11.63 

14.38 

17.38 

20.69 

24.27 

10.56 

12:12 

17.37 

19.47 

24.07 

29.10 

34.62 

40.63 

14.67 


(continued) 




6-150 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 


TABLE R611 .7(1 B)— continued 

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE 

FIRST STORY OF TWO-STORY""“" = 


SIDEWALL 

LENGTH 

(feet) 

ENDWALL 

LENGTH 

(feet) 

ROOF 

SLOPE 

UNREDUCED LENGTH, UR . OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet) 

Basic Wind Sneed (mph) Exposure 

85B 

90B 

100B 

110B 

120B 

130B 

Minimum'’ 



85C 

90C 

100C 

HOC 




85D 

90D 

100D 

Velocity Pressure (psf) 

11.51 

12.90 

15.95 

19.28 

22.94 

26.92 

60 

15 

< 1:12 

8.62 

9.67 

11.95 

14.45 

17.19 

20.17 

10.30 


11.98 

13.43 

16.61 

20.07 

23.88 

28.03 

11.85 

7:12 

13.18 

14.78 

18.27 

22.08 

26.28 

30.83 

12.54 

12:12 

16.32 

18.29 

22.62 

27.34 

32.53 

38.17 

14.48 

30 

< 1:12 

8.62 

9.67 

11.95 

14.45 

17.19 

20.17 

10.70 

5:12 

11.98 

13.43 

16.61 

20.07 

23.88 

28.03 

13.79 

7:12 

15.25 

17.09 

21.13 

25.54 

30.38 

35.66 

15.18 

12:12 

21.52 

24.12 

29.82 

36.05 

42.89 

50.33 

19.05 

45 

< 1:12 

8.97 

10.06 

12.43 

15.03 

17.88 

20.99 

11.10 

5:12 

12.46 

13.97 

17.27 

20.88 

24.84 

29.15 

15.73 

7:12 

17.67 

19.80 

24.48 

29.59 

35.21 

41.32 

17.82 

12:12 

27.27 

30.56 

37.79 

45.68 

54.35 

63.78 

23.62 

60 

< 1:12 

9.30 

10.43 

12.89 

15.58 

18.54 

21.76 

11.50 

5:12 

12.91 

14.47 

17.90 

21.63 

25.74 

30.20 

17.67 

7:12 

20.14 

22.58 

27.91 

33.74 

40.15 

47.11 

20.46 

12:12 

33.19 

37.19 

45.99 

55.59 

66.14 

77.62 

28.19 


For SI; 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146kN/m, I pound per square foot = 47.88 F^. 

a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 6- 10 of ASCE 7 for a building with a mean roof height of 35 feet (10 
668 mm). For wind perpendicular to the ridge, the effects of a 2-foot (610 mm) overhang on each endwall are included. The design pressures were used to calculate 
forces to be resisted by solid wall segments in each endwall [Table R61 1.7(1 A) or R61 1.7(1 B)] or sidewall [Table R61 1.7(IC)], as appropriate. The forces to be 
resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot ( 1 2.26 kN/m) of length to determine the required solid wall 
length. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. 

b. Tabulated lengths in the “minimum” column are based on the requirement of Section 6. 1 .4. 1 of ASCE 7 that the main wind-force resisting system be designed for a 
minimum service level force of 10 psf multiplied by the area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths 
in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section 
R6U.7.1.1. 

c. For buildings with a mean roof height of less than 35 feet tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, /?, , from Table 
R61 1.7(2). The reduced length shall not be less than the “minimum” \alue shown in the table. 

d. Tabulated lengths for “one story or top story of two-story” are based on a floor-to-ceiling height of 1 0 feet. Tabulated lengths for “first story of two-story” are based 
on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in Table R61 1 .7( 1 A), (1 B) or 
(1C), or multiply the value in the table by the reduction fector, /fj, from Table R61 1 .7(3). 

e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be 
reduced by multiplying by the applicable reduction fector for design strength, from Table R61 1 .7(4). 

f. The reduction factors, /?,, ^ 3 > Tables R61 1.7(2), R61 1.7(3), and R61 1.7(4), respectively, are permitted to be compounded, subject to the limitations of 

Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R61 1.7.1 and R61 1.7.2. 1, 
respectively. 

g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the nett higher value, or determine by interpolation. 


2011 OREGON RESIDENTIAL SPECIALTY CODE 


6-151 




WALL CONSTRUCTION 



TABLE R611.7(1C) 

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIOGE'''°’'‘’°'''« 


SIDEWALL 

LENGTH 

(feet) 

ENDWALL 

LENGTH 

(feet) 

ROOF 

SLOPE 

UNREDUCED LENGTH, UR. OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet) 

Basic Wind Speed (mph) Exposure 

8SB 

90B 

100B 

110B 

120B 

130B 

Minimum^’ 



85C 

90C 

100C 

HOC 




85D 

90D 

100D 

One storv or top storv of two-stor 


<30 

15 

< 1:12 

0.95 

1.06 

1.31 

1.59 

1.89 

2.22 

0.90 

5:12 

1.13 

1.26 

1.56 

1.88 

2.24 

2.63 

1.08 

7:12 

1.21 

1.35 

1.67 

2.02 

2.40 

2.82 

1.17 

12:12 

1.43 

1.60 

1.98 

2.39 

2.85 

3.34 

1.39 

30 

< 1:12 

1.77 

1.98 

2.45 

2.96 

3.53 

4.14 

1.90 

5:12 

2.38 

2.67 

3.30 

3.99 

4.75 

5.57 

2.62 

7:12 

2.66 

2.98 

3.69 

4.46 

' 5.31 

6.23 

2.95 

12:12 

= - ■ 343 . 

3.85 

4.76 

5.75 

6.84 

8.03 

3.86 

45 

< 1:12 

2.65 

2.97 

3.67 

4.43 

5.27 

6.19 

2.99 

5:12 

3.98 

4.46 

5.51 

6.66 

7.93 

9.31 

4.62 

7:12 

4.58 

5.14 

6.35 

7.68 

9.14 

10.72 

5.36 

12:12 

6.25 

7.01 

8.67 

10.48 

12.47 

14.63 

7.39 

60 

< 1:12 

3.59 

4.03 

4.98 

6.02 

7.16 

8.40 

4.18 

5:12 

5.93 

6.65 

8.22 

9.93 

11.82 

13.87 

7.07 

7:12 

6.99 

■■ 7.83 

9.69 

11.71 

13.93 

16.35 

8.38 

12:12 

9.92 

11.12 

13.75 

16.62 

19.77 

23.21 

12.00 

60 

45 

< 1:12 

= 2.77 

3.11 

3.84 

4.65 

5.53 

6.49 

2.99 

5:12 

4.15 

4.66 

5.76 

6.96 

8.28 

9.72 

4.62 

7:12 

'’ 4.78 

5.36 

6.63 

8.01 

9.53 

11.18 

5.36 

12:12 

6.51 

7.30 

9.03 

10.91 

12.98 

15.23 

7.39 

60 

< 1:12 

3.86 

4.32 

5.35 

6.46 

7.69 

9.02 

4.18 

5:12 

6.31 

7.08 

8.75 

10.57 

12.58 

14.76 

7.07 

7:12 

7.43 

8.32 

10.29 

12.44 

14.80 

17.37 

8.38 

12:12 

10.51 

11.78 

14.56 

17.60 

20.94 

24.57 

12.00 

First storv of two-storv 

<30 

15 

< 1:12 

2.65 

2.97 

3.67 

4.44 

5.28 

6.20 

2.52 

5:12 

2.83 

3.17 

3.92 

4.74 

5.64 

6.62 

2.70 

7:12 

2.91 

3.26 

4.03 

4.87 

5.80 

6.80 

2.79 

12:12 

3.13 

3.51 

4.34 

5.25 

6.24 

7.32 

3.01 

30 

< 1:12 

4.81 

5.39 

6.67 

8.06 

9.59 

11.25 

5.14 

5:12 

5.42 

6.08 

7.52 

9.09 

10.81 

12.69 

5.86 

7:12 

,.‘ 5.70 

6.39 

7.90 

9.55 

11.37 

13.34 

6.19 

12:12 

' T , 6.47 

7.25 

8.97 

10.84 

12.90 

15.14 

7.10 

45 

< 1:12 

6.99 

7.83 

9.69 

11.71 

13.93 

16.35 

7.85 

5:12 

8.32 

9.33 

11.53 

13.94 

16.59 

19.47 

9.48 

7:12 

8.93 

10.01 

12.37 

14.95 

17.79 

20.88 

10.21 

12:12 

10.60 

11.88 

14.69 

17.75 

21.13 

24.79 

12.25 

60 

< 1:12 

9.23 

10.35 

12.79 

15.46 

18.40 

21.59 

10.65 

5:12 

11.57 

12.97 

16.03 

19.38 

23.06 

27.06 

13.54 

7:12 

12.63 

14.15 

17.50 

21.15 

25.17 

29.54 

14.85 

12:12 

15.56 

17.44 

21.56 

26.06 

31.01 

36.39 

18.48 


(continued) 




6-152 


2011 OREGON RESIDENTIAL SPECIALTY CODE 




WALL CONSTRUCTION 


j 


TABLE R61 1. 7(1 C)— continued 

UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE 

FIRST STORY OF TWO-STORY‘ ‘= '' “'s 


SIDEWALL 

LENGTH 

(feet) 

ENDWALL 

LENGTH 

(feet) 

ROOF 

SLOPE 

UNREDUCED LENGTH. UR, OF SOUD WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet) 

Basic Wind Speed fmph) Exposure 

85B 

90B 

100B 

110B 

120B 

130B 

Minimum*’ 



8SC 

90C 

100C 

110C 




85D 

90D 

100D 

60 

45 

< 1:12 

7.34 

8.22 

10.17 

12.29 

14.62 

17.16 

7.85 

5:12 

8,72 

9.77 

12.08 

14.60 

17.37 

20.39 

9,48 

7:12 

9.34 

10.47 

12.95 

15.65 

18.62 

21.85 

10.21 

12:12 

11.08 

12.41 

15.35 

18.55 

22.07 

25,90 

12.25 

60 

< 1:12 

9.94 

11.14 

13.77 

16.65 

19.81 

23.25 

10.65 

5:12 

12.40 

13.89 

17.18 

20.76 

24.70 

28.99 

13.54 

7:12 

13.51 

15.14 

18.72 

22.63 

26.92 

31.60 

14.85 

12:12 

16,59 

18.59 

22.99 

27.79 

33.06 

38.80 

18.48 


For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0. 146kN/m, 1 pound per square foot = 47.88 f^. 

a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 6-lOof ASCE 7 for a building with a mean roof height of 35 feet (10 
668 mm). For wind perpendicular to the ridge, the effects of a 2-foot (6 10 mm) overhang on each endwall are included. The design pressures were used to calculate 
forces to be resisted by solid wall segments in each endwall [Table R61 1.7(IA)orR61 1. 7(1 B)] or sidewall [(Table R61 1.7(1C)], as appropriate. The forces to be 
resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot ( 1 2.26 kN/m) of length to determine the required solid wall 
length. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. 

b. Tabulated lengths in the “minimum” column are based on the requirement of Section 6. 1 .4. 1 of ASCE 7 that the main wind-force resisting system be designed for a 
minimum service level force of 1 0 psf multiplied by the area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths 
in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section 
R611.7.1.1. 

c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, /?, , from Table 
R61 1.7(2). The reduced length shall not be less than the “minimum” value shown in the table. 

d. Tabulated lengths for “one story or top story of two-story” are based on a floor-to-ceiling height of 1 0 feet. Tabulated lengths for “first story of two-story” are based 
on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in Table R61 1.7(1 A), (IB) or 
(1C), or multiply the value in the table by the reduction factor, /(j, from Table R61 1.7(3). 

e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be 
reduced by multiplying by the applicable reduction factor for design strength, R,, from Table R61 1 .7(4). 

f The reduction factors, /?,, /? 2 , and /?,, in Tables R61 1.7(2), R61 1.7(3), and R61 1.7(4), respectively, are permitted to be compounded, subject to the limitations of 
Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R61 1,7.1 and R61 1.7. 2.1, 
respectively. 

g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. 


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WALL CONSTRUCTION 



ONE-STORY OR TOP STORY OF 

TWO-STORY 

[TABLE R611.7(1B)] 

SEE SECTION R611, 7.1.1 


FIRST STORY OF TWO-STORY 
[(TABLE R611.7(1A)] 

SEE SECTION R611. 7.1.1 


WIND 
PARALLEL 
TO RIDGE 



W 

END WALL 


NOTE: EACH SOLID WALL SEGMENT (A, B, C, D, 
E, AND F) SHALL COMPLY WITH THE MINIMUM 
SOLID WALL SEGMENT LENGTH IN ORDER TO 
BE APPLICABLE TO THE MINIMUM SOLID WALL 
LENGTH EQUATIONS IN SECTION R611.7.1.1. 
SEE SECTION R61 1.7.2 


FIGURE R611. 7(1) 
MINIMUM SOLID WALL LENGTH 


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WALL CONSTRUCTION 



DETAIL NOM. WALL REINFORCEMENT LAYOUT AT ENDS OF 
NO. THIC